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HANDBOOK No. 22. 



Fourth Edition. 1948. 




CONSTRUCTION 



AND 

BROAD FLANGE BEAMS, GREY PROCESS 



** 



R. A. SKELTON & CO., 

STEEL St ENGINEERING, LTD, 
Royal London House, Finsbury Square, London, E.C- 2, 



TefeerAms: 3KELT0NICA, LONDON. 



Telephone: MONARCH 9104 5 



Codes ; Bentlev'fi. Western Union, A.B.C. (6th edition], etc 
Se« aUo special code words herciu. 



CSoDIdQts 



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SI=9S. 






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Column 
Notes. I 



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CONTENTS. 

For Alphabetical Index, see page 343 



INTRODUCTION 

BROAD FLANGE BEAMS, GREY PROCESS : 
Origin, Adva.atage&, Mode of Manufacture, etc- ... 

SrZES AND PROPERTIES : 

Key Drawings 

Dimensions and Properties in English Units -., 
Dimensions and Properties in Metric Units 
Weights of Unit Lengths, in pounds and tons ... 

B,F. BEAMS AS GIRDERS : 

Safe Loads and Deflections 
Special Properties ,*_ 

NOTES ON GIRDERS : 

Summary of Sections in order of capacity 
Bending Moment and Shear Diagrams, and 

Formulae 

Table of Deflections, page 51 * Continuous Beams 
General (Crane Runways, page 52 ; Bridges, 

page 55) 

B F, Beams as Templates 

GIRDER CONNECTIONS : 

Cleats and Fishplates for B F. Beams 

Separators for B F, Beams 

Cleats and Fishplates for R.S, Joists 

Separators for R S, Joists ... 

B.F- BEAMS AS COLUMNS : 
Saje Loads -•_ 

NOTES ON COLUMNS : 

Formulae for Safe Stresses 

Eccentric Loads, Foundations, etc. 
T^-pical Connections 

STANCHION CAPS AND BASES : 
Riveted, Welded, and Slab T\T>es.- 

POLES : 

Formula, Safe Loads. Fittings, etc. 

PILES AND SHEET PILING 

JOISTS : 

British: Sizes and Safe Loads „. 
American and Metric Sizes 



> 1 1 



*•• 



••• 



' ■ • 



Pago. 



4-5 



7-13 



14 
15-20 
23-26 

27 



29-37 
38-39 



42-44 



] I 1-152 

1 53-164 
165-169 



171-177 
178-380 



Tbiinib 



•* 



I 



sues/' 
■< 



" Beam Loads. 



•» 



45-49 
50 




52-*2 
63 




65-73 
74 

75-81 
82 


"Cleats. &C-" 


83-92 


" Column Loftdt, 


93-96 
96-104 

105-109 


" Column Notes. 

99 



n 



tf 



"Cjips. Bases/* 



41 



Poles. Pllc«- 



ti 



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u- 



CONTENTS.— Continued. 



For Alphabetical Index, see page 343 



I ■ ■ 



I f « 



CHANNELS : 

British: Sizes and Safe Loads 
American and Metric Sizes 

SOLID ROUND COLUMNS ... 

ANGLES AND TEES 

RIVETS AND BOLTS 

ROOFS : 

Loading Diagrams, etc. 

Sheets and Fittings ; Troughing and Gutters 

CONCRETE : 

Beams in Concrete 

Reinforced Concrete Beams and Slabs ... 

METAL ARC WELDfNG : 

Notes and Tables 

TjTical Details 

PLATE GIRDERS, FLANGE PLATES : 

Plate Girders 

Weights and .Areas of Plates 
Moments of Inertia of Plates 



« * > 
« • « 



SPECJFICATIONS, TESTS, ETC. 

Various Specifications compared -., 
Tests for Broad Flange Beams 
British Standard Specifications 15. 548 

Structural Steelwork 

London Buildings and B S S. 449 

Test pieces, page 271 ; equivalent tensiles 

EXTRAS : 

Broad Flange Beams, Grey Process 
Joists, Angles, Channels, etc, 

WEIGHTS AND MEASURES : 

British and Metric Equivalents, etc. 
Weights of Various Substances ... 
Gauges 






* ■ • 



• « » 
■ ■ ■ 



• •• 



■ ■ ■ 



MATHEMATICAL TABLES : 

Tables of Logarithms, etc. 
Properties of various figures 
Trigonometrical Formulae 



«•• 



* •• 



INDEX 
TELEGRAPHIC CODE 



• « « 



« ■ f 



181-185 
18G-188 

189 

191-205 

207-216 



217-221 
222-221 



225-230 
230 



231-241 
242-2-18 



249-251 
252-257 
258-201 



263-266 
267-268 
269-270 
27^-278 
279-285 
272 



286-289 
290 



291-305 

306-307 

308 



309-339 
340 
341 

343 

349 



Thumb 
Index. 



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Rlv«t«. Bolt«." 



" Roofs. 

Concrete." 



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INTRODUCTION. 



1. CONTENTS. 

This book is a revised edition of our Handbooks 20 and 21 , now combined 
in a single volume. 



2. FORMUL>C. 

As the British Standard Specification for column stresses is now so widely 
used, we have recalculated the safe-load tables, column bases, etc- in 
accordance therewdth. Those who may prefer Fidler's formula will find 
the safe stresses tabulated on page 95, and the corresponding safe loads 
in previous handbooks (also in booklet C.619/B). 

3. WELDING. 

This chapter has been enlarged and rewritten to accord with current 
practice. 

Designers are rightly advised to " forget nonnal design " with their 
new medium ; but should remember that it is far from economical to use 
girders welded up from plates in substitution for plain rolled steel shapes. 
The saving in weight thereby achieved may be altogether outweighed by the 
costly workmanship involved. 

4. BROAD FLANGE BEAMS. GREY PROCESS. 

A concise statement of the uses and advantages of these sections will 
be found on pages 7-13. 

As may be seen from the list of sizes on pages 16-20, and the notes 
thereto on page 21, the various sections are rolled in four standard weights 
—known as the Die, Dil, Din, and DiR series— and can also be roUed 
to intermediate weights, of which some tj-pical examples {marked i) are 
included in the aforementioned list of sizes. 

6. SPECIAL SECTIONS. 

In addition to the foregoing, two special series are rolled at the 
Differdange works ; — 

(a) Seven sections, from 4' to 8', with extra wide flanges. speciaUy 




designed for use u [x'!--. or mints. Their sizes and properties are tabulate^l 
separately on pa^e 20 and elsewliere. 

(b) Four sections, ti' .< 0', n' > H'. H)' X 10*. and 12' x 12", in 
American w ' ■ ■,. Tlirir dimrnsiuii't and proptrti.-* are tabulated scpa.cately 

on page 22. 

6. BRITISH 6TANDAHO SECTIONS. 

The tabtilatcd Hritinh sizes of Joi*t*, Cliannels, Angles, and Tees 
arc the British Standard seclions as at the date o! conipiUtion. 

In addUitm to the usual data (diincnsioni, proj- t . and safe loa ' 
wc includr dtt.iils of suitabl*- rnd fonnf-ctlnn* and vpatators. current 
extras, etc. 

7. AMERICAN AND METRIC SECTIONS. 

Tht sizis and properties ol Anit rican standanl Joi>t^ .in-l fhannrU. and of 
Contiii' ■ ' M. Channels, and AnKlr«. will be found in the ajj i-j jiate 
chapters. 

i. ACKNOWLEDGMENTS. 

We are iudcbltd to the British > : l.s luitilutinn (ur j- n 

to makt t.xtracts from a niirnhf-r of their sppctfication^ : those cited Att 
obtainablr. at prices ranging mostly from 2/- to 5/- each, from the I i- 

tiitn s l,,,ul office. 2H Vi' ■ i Street. LomSon. S.W.I. 

9. COPYRIOMT. 

The copyriKht of this book appUt-s both to the actual matter and to 
the nunner in which it is arran^ji-d No portion may be reput " ' ' 'hout 
our express written sanction. 



I. A. 8KELT0N & Co.. 

Steel 4l En(in««rm|, Ltd. 



London, 
l.hruarv. I94» 



(Fur a»tcs to foBTth cJitioa. PTO ) 



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mm. 



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Notes to Fourth Edition. 



In order to bring this handbook more up to date, the chapters on Metal 
Arc ^\ elding and Extras have been substantially altered and other minor 
corrections made. 

BRITISH STANDARD SPECIFICATION 449 {1937). Inder the War Emer- 
gency Revision, still in force pending revision of this specification, the 
following maximum working stresses are allowed. 

Tt.-nsion and compression in beams, 10 tons per square inch {extreme fibre). 
Wlu-re the compression flanjje of a beam is not supported laterallv, and the 
unsujjpurted length exceeds 20 flange widths, the stress is reduced to U-4— 22L/B. 

A beam whirh has its compression flange witliin the depth of a concrete 
floor, or whicli receives sufhcient lateral support from the transverse members 
may be regarded as laterally supported. 

Grilhti^e Beams.— The working stress ma\- be increased by 20"; for tension 
and compression flanges of beams. 50% for shear, bearing, and tension faxial) 
stress, and 33^% for high tensile steel. B.S.S. 449. clause 11, is otherw-ise 
unaltered. 

FilUr fhor BcomK.—Jhe stress is increased from 9 to U tons per square inch 
for mild steel and the stress calculated on the beams alone niav be increased to 
1 1 -f t. provided that t (/) the concrete thickness above the top flange is not taken 
as more than 3 inches. 

Olher Encasrd Beams.— T\ie working stress is increased from 8 • 5 to 10 ■ G tons 
per square inch. 

nf JJ-'-I^v^"'!"" " '""'■■r^.^'" ^^^ s^^^sses mentioned above, a further increase 
of 25% ,s allowed « here the mcreased stress is induced soUlv bv wind pressure. 

floor beam's '""''"'' " "^ '" ^^"^ '^' ""^ '^'"^8^ '^'^"^^ ^"^ ^"^^ 

BROAD FLANGE BEAMS, GREY PROCESS. 

iQjft^^"'"K''*H""';^'''^ regularly rolled and readilv obtainable at present (Feb 

^mid. 'tZl '\'. '"""^^V'"'" '''''^' "^ ^^^^^' ^"* P-'i-inarv enquiry should 
be made as to possible import or currency restrictions in the country of destination 
In particular, importations of linished steel into the United Kinedom are at 

r?:i? nrellTn ":t""r'' '1k""^^^ "^^ ^"-^^^-'y -^*"«^^- ContqLntTv ther 
arc at present no stocks in the country. ^ .» v v 



K. 



6 



01 w, 



BROAD FLANQE BEAMS, GREY PROCESS. 

ORIGrN AND ADVANTAGES. 



It was an lingli^hinan, Henry Grey, uho discovered a means of manufacturing 
rolled steel beams with wide Hanges. The first works to install a Grey Mill was tlie 
Differdangc Steelworks in Luxembourg, in IHOS ; two years later -i similar mill was 
instiillcd at the licthlthcin works in the Lnjlcd States. So great u as the dvniand 
for these widc-tlangtd bcanih that within a few years the Betlik-hem works duplicated 
their plant ; and more recently several other foreign works have undertaken the 
manufacture on a large scale of similar beams. 

A description ol the Grey Mill and ol its important technical advantages over 
the ordinary horizontal rolling milt will be found on pages 11-13, 

These wide-llangcj sections now constitute a bubbtantial proportion of the steel- 
work of every important building in the United States and on the Continent. For 
example, in a 26-8torey bank building at Antwerp the steelwork consists almost 
exclusively of Broad Flange Beams rr>lled at the Differdangc Works. 

On the Swiss Federal Kailways, the poles and other structures supporting over- 
head conductors are composed in nearly all cases of Broa<l Flange Beams ; and, of 
350 railway brid^'cs built between 1918 and 1029, alnif^bt all are of Broad Flar 
Beams embedded in concrete. 

These Beams have alao been used by many British engineers of the highest 
standing, and for a great variety of purposes, as may be seen from the liat of typical 
users on page 10. 



The fundamental advantages of wide-Hanged t>cams may be briefly stated as 
iollows : — 

AS COLUMNS. The smaller sections, ranging from i" x 4* to 12* x 12*. 
all of e<iual height and width, are obviously idi-al columns. Even the best of the 
British Standard Joi^its compare with them unfa\ourab]>'. Ihis point is demon- 
strated graphically in Fig. 1 overleaf, where a comparison between B.R Beams 
8' X 8' X 43-6 lb, and K S. Joists 9' x 7' X 50 lb. shows the latter to be iligbtly 
weaker, although nearly 15% heavier than the B I\ Beam. 

lU instead of the ft* X 8* section, we u^e a B.F. Beam 9|' x 9)^ rolled to its 
new minimum weight of 41 lb. per foot, the comparison is still more advantageous to 
the Broad Flange Ikam, showing a gain of 5% in capacity with a saving in weight of 
18%. 

When the comparison 1$ with built-up coiinrnts, viz., steel joists or channels with 
plates riveted to the llanges, the economy and conxenirnce of the Broad Flange Beam 
are still more obvious, as may be sc<mi Irom Fig. 2 overleaf. 

In the United Stales, the columns in tall buildings arc almost invariably composed 
of Broad Flange Beams. The fact that each section is now obtainable in a wide range 
of weights adds greatly to their utility for this class of structure. 



X 



ll:«. 



ta 



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Uads. 






Baist. 



ri.is. 






- 1- 1 



A 



BROAD FLANGE BEAMS, GREY PROCESS.— Continued. 







Fig^ I. Stanchion to carry 55 tons. 



Fig. 2. Stanchion to cany 125 tons. 



Height. 16 ft. B.F. Beam K.S. Joist 



fiolc i.oiad 
Section 

Weight per fool 
Total Wright . 



67 tons 

6' X 8* 

43 6 1b. 

8P9 lb. 



56 tons 

9' X ;• 

50 1b. 
994 lb. 



Height, 16 ft 



Sale l^oad 
Size ... 

Total u tight . 
RiveU 



B.F. Beam Comp'nd. 



127 tons ne tons 
12' X 12' 9i' X 10' 
15 cwt. , 16-2 cwt. 
90 212 



AS BEAMS. I-or use as beams or girders. Broad Flange Beams supplement 
rather than supplant the ordinary- rolled steel joists. That is to say. the use of Broad 
Hange Beams as honzontai members is chiefly where the span and load are beyond 
the range of ordinar>- steel joists. In this connection, it will be observed that the largest 
British Standard Joist. 24 x Tj* x 9i5 lb., has a section modulus of only 211 {cubic 
incUes). whereas Broad Flange Beams are rolled with 12" flanges up to 40" 'deep civine 
any required section modulus, without plating, up to 873 {cubic inches). 

It follows that the utility of Broad Flange Beams as horizontal members must 
be sought primarily in a comparison with the various t>-pes of buUi-up girders. As 
may be s*en from tigs. 3 4, opposite, the plain rolled steel beam shows a great saving 
m ^ceight and cost : and when the quantity required is at all considerable, a very 
great saving in time also. ^ 

Accordingly. Broad Flange Beams of sections 24" x 12' to 40' X 12' have 
^dge^t^^X spSi.''"''"'''''*^' "" ^"^^""^''^ '^''^ ^^^''^^'^ ^ '^^'^ 6^^**^ '-^ '-'■'""'>' 

Flan^C'Si.'rcl'^*'^ J'^''^' ^""t^'" .'*'*^ capacity of ordinary joists, the use of Broad 
Flange Beams as girders is definitely indicated in cases where headroom is of particular 

rn!fr^'\**- «^™P>^- i'^ 'f^^^'^" and subways ; also where latcra .t.tineM 

IS required, as m cartc runways ; or when, as with some t>'pes of flooring the narxow 
flanges of ordinary joists do not afford a sufficient bearing 



8 



Bo, 



rf »,»_' , _ 





I^l' 



BROAD FLANGE BEAMS, GREY PROCESS.— Continued. 






Fig- 3, Rti>lacing a plate girdt-r. 



Fig, 4, Replacing a compound girder. 



Span, 4it i\. 


B-F. Beam 


Comp'nd. 




Span, 30 ft. 


B.P. Beam 


Comp'nd. 


Safe Load 
Weight of 47' 
Rivet=- - 


55 tons 
67 cwl. 

Nil 


50 tons 
87 cwt. 


Safe I-oa-d 
Weight of 31' 6' 
Rivets 


61 tons 

43cwt- 

Nil 


55 ton^ 

63 cwt, 

408 


B.F. Beam, 3. 
(Or ii5e a 28* x 
72 twt : ^ 


r X J2" X 159 lb, 

12" X 171 Jb., weighing; 


B.F. Beam. 24" x 12' X 1&2 lb. 
(Or use two 17" X 12" x flO lb.; weight with 
5Cp3ratoT5 fi3 cwt., ^-aic load tii tons. » 



OTH ER USES. The lighter sections of Broad Flange Beams have been 
extensively employed as poles, etc-, supporting overhead cables in South Africa, India, 
Switzerland and elsewhere. Their advantages for this purpose are explained on pages 
154-164. In brief : tubular or latticed poles, though lighter, are considerably more 
expensive, even in the first instance ; while the cost of maintenance is greatly reduced 
bv the diminished liability to corrosion of the solid steel beam and the fact that it can 
readily be repainted all over 

Broad Flange Beams ha\e been extensively used in Hong Kong, Singapore and 
elsewhere as piles — in some cases in rolled {i.e., unjointed) lengths of 100 feet and more. 

GENERAL ADVANTAGES- Their relzXive f teed 07n /torn corrosion,^ and ease of 
maintenance, are of course important advantages of solid rolled sttel beams in com- 
parison with all types of riveted members. So also are the facilities which the wide 
flanges, without taper, provide for sotind and simple co^ivections, whether welded or 
riveted. The ahse^we of projeclt>fg rivet heads is often an important advantage, as in 
beams or stanchions to which crane rails or shafting brackets are to be fixed, and in 
designing bedplates for heavy niachitiery. 

In short, Broad Flange Beams save time, money and weight in steel construction, 
and greatly facilitate the task of the steelwork designer. 



• These beams can be supplied, when desired, with a copper content, and m the higher tensiles 
now cmplgycd for many purpo&cs. for further details, see **Tcsts/' 



SbQS. 






Notes. 



Cleats, 
ftc. 



Colunpfi 

Loadff. 



Notes. 



^ 



} 



Ba(os. 



Poly J, 



I 



I 



A 




Rlvoti, 
Bout. 



WcUlfli 



invrUa. 




9 



H-. 






tabtei. 



Coa#. 



BROAD FLANGE BEAMS, GREY PROCESS.— Continued. 

SOME BRITISH USERS. 



E 



_ 



The following are examples of British authorities who have used Broad Flange 
Beams extensively, before and since the Great War — in most cases repeatedly : — 

London & North Eastern Railway. 

Coal staiths at Hull and Hartlepool ; North Seaton Viaduct, 1924 (280 tons) ; structures 
for main line electritication. 

New South Wales Government Railways. 

34' and 20' B.F. Beams in Kyogle Bridge (1,015 tons), and other railway bridges. 

Victorian Government Railways. 

28* B.F. Beams (000 tons) supporting raihviy viaduct- These beams freely used also 
for railway bridges in Queensland and Western Australia. 

Great Indian Peninsula Railway. 

Mam line electrification. 11*211, 4,000 tons. 

South African Railways and Harbours. 

Sections 5i' to 9*' as conductor-poles, 1927 (800 tons). Numerous buildings, 

Buenos Aires Great Southern Railway. 
Short-span bridges. 

Mersey Docks and Harbour Board. 
Tiles, sheds, etc. 

New South Wales Public Works Department. 

32' B.F. Dtams (4.000 tons) in approaches to Sydney Harbour Bridge, 1927-1931. 

Metropolitan Underground Railway, Sydney. 

About 4.000 Ions, chiefly 32* and 34*, supporting roads and buildings. 

Calcutta Corporation, 

'2A00 tons supporting 9-million gallon tank. 

Dublin Commissioners of Public Works. 
Bridges and government buildings. 

Brisbane City Council. 

520 tons of sections S' to 3S* in Grey Street Bridge, 1929. 

Crown Colonies. 

Various public works in Xigeria. Mauritius, Fiji, Ceylon, etc 

Dominion Bridge Co., Ltd., Montreal. 
Various buildings. 

The Hong Kong & Kowloon Wharf and Godown Co., Ltd. 
Large quantities o( B F, Beams in isharf construction. 

Engineers and Architects. 

IT 't^^ Andrews. Esq. (Consultant) ; Messrs Bedin-field .% Grundv (Architects) ; O Bondv. 
bsq, fConsuItant) ; Sir John Burnet & Partners ^Architects) ; Messrs. Fox & Mavo (Railway 
ConsulUntsJ ; Messrs, Gelder A Kitchen (Architects) ; A. S. Grunspan. Esq. (Consultant) ' 
Messrs Ewen Harper, Brother A Co. (Architects) ; Messrs, Rendel. Palmer A Tritton (Con: 
sulunts) ; S. H. WTiite, Esq. (Consultant) ; Messrs. Wilton A Bell (Consultants) 



Iti. 



10 




BROAD FLANGE BEAMS, GREY PROCESS.-Continued. 

THE GREY MILL. 



The Grey Process of rolling, as employed at Differdange, comprises three stages, 
as follows : — 

(a) The ingot is rolled in an ordinary Blooming Mill, into an ** H-shaped " 

bloom, as shona in Fig. 1 on page 12, 
(6) The bloom then passes to an Intermediate Mill consisting of two pairs of 

rolls, shown in Fig. 2, 
(c) The Finishing Mill, shown in Figs. 3 and 4, consists of two pairs of horizontal 

rolls and one pair of vertical rolls, in two housings, placed as close together 

as practicable- 

The rolls shown in Fig. 3 bear on the edges of the fianges and determine the 
flange mdth. 

The horizontal and vertical rolls shown in Fig. 4. determine the depth and thickness 
of the web, and the thickness of the flanges, respectively. 

ADVANTAGES. 

The advantages of this process are best realised by comparing with a horizontal mill 
as used for rolling ordinary rolled steel joists. The finishing pass of such a mill is shown 
in Fig. 6. The flanges are produced by the plastic metal being squeezed into grooves 
in the rolls, through pressure exerted on the web. 

The difference between the peripheral velocities of the rolls at the points where 
they bear on the web and on the edges of the flanges respectively, is obviously considerable 
in the case of a section with deep flanges, and results in the flanges being dragged through 
the rolls. 

Consequently, the quahty of the metal in the flanges tends to be inferior to that 
of the web and there is a tendency to form fissures at the junction between the web 
and the flanges. 

In the Grey Mill, on the contrar\', both the flanges and the web are formed by 
direct pressure ; the section is rolled aU over and the metal is squeezed together instead 
of being dragged apart at the junctions between the Aveb and the flanges ; the superir.r 
finish is ver^^ noticeable. 

VARIATIONS IN WEIGHT. 

In the ordinary horizontal rolling mill, the weight per foot of a section can be 
increased to a limited extent by spacing the rolls in the manner shown in Fig. 7. It will 
be obsen'ed that the web thickness and flange width are increased by the same amount. 
It is not possible to separate the rolls in this way by more than l", as otherwise fins would 
be formed. 

In the Grey Mill, however, by suitably spacing the independent pairs of rolls shown 
in Figs. 3 and 4, the section can be varied considerably, not only in web thickness and 
flange width, but also in depth and flange thickness, as shown in Fig. 5. 

The considerable limits within which the various sections can be varied in this way 
may be seen from the Table of Sizes and Properties on pages 16-20, 



iv' 



Sl3«S. 



fibaiD 

Ldaas. 



Noies^ 



Cleats. 






Column 
Notes. 



Caps, 
files. 




Itlvcti, ; 

BOU£. \ 



Concrete 




WcIlTBf, 



Uierti- 



/ 




11 a 



THE GREY PROCESS 



i 



rii. I. 



•!»>. 



B«. 5 



THE GREY MILL. 






Pll ■ 




Pi«. 4. 



HORIZONTAL ROLLING MILL. 



ng • 




\=-{ 



Fkf. 



u 



Ml 



BROAD FLANGE BEAMS, GREY PROCESS. Continued. 

THE GREY M ILL,— Continued- 



In addition to the sizes there shown, each section caa be rolled to any desired 
iiUermtdiatc weight. Observe, huu ever, that the ratio of u el> thick ncss to Hange thi(_kness 
must be kept constant, for technical reasons. Thus, if we increase the web thickness 
of the 5i' X 5i" X 23-4 lb. section from 0-31' to 0-63', we must proportionately 
increase the flange thickness also, viz,, from 0'47'' to O'fii", It will be a[>parent from 
Fig, 6 that the 0'i)2" increase in the ueb thickness will incrta&e the tiidth of the s^-ction 
by the same amount ; and that jiurtabing the flange thickness by 0- 47" will increase ttie 
depth of the section by twice 0-47". 

Accordingly, the dimensions (to one decimal place) will become 6*5' x 5- 8' (see 
section YoACM, page 16), 

The simple calculations required fur determining the increase in sectional area and 
moment of inertia will also be apparent from Fig. 6; but, for practical puri>ases, 
sufficiently accurate results can l>e obtained by interpolation. 

N.B. — Intermediate and Dm (nmxinunn) weights are not obtainable in smaller 
quantities than the " minimum lots " tabulated on page 286. 



MAXIMUM WEICHTS- 

The ability to produce these sections with greatly thickened webs and flant;c:i ii 
particularly useful — 

(fl) For the lower stanchions in tall buildings, 

(6) For girders which would otherwise have to be plated on account of limited 

headjoom. Thus, in a Bristol factory, 463 tons of the 28' x 12' section were 

used, increased in this way from 171 to 201 lbs. per foot. 
[c) For machinery bedplates, especially when the upper flanges have to be planed 

to a dead level. 



U 



ll»s. 



Sum 



Nolo- 



CJeatt. 



Lma». 



Column 
Notes. 



CAPf. 








^ 



"Ivoti, 



i 



^*oU, / 



WtJ 




I 



BROAD FLANGE BEAMS, GREY PROCESS. 

KEY DRAWINGS. 



Y 



T 




ijc 




T 



— i J 




— — J 

Y 



- b- 



•1 



R = 1 '/? timet 

standard 
web tliickneu 



T 



I /■ 



f- 



1 



4 



1 



, 



-X 




3 



T 



d 

i 



- ^t_ 



r 



Y 

fa- 



in the smaller drawing the dotted lines indicate the maximum profile (Dm Seriea). 
The values o( C (nctt depth of webj are tabulated on page 38. 



14 





Sicos. 






i 



Motes. 



BROAD FLANGE BEAMS, GREY PROCESS- 



CJeati. 






H 



Sizes, Properties, and Code Words. 

In British units 

In Metric units 



Special Sections. 

With extra wide flanges 
Special American sections 



Page 

lG-20 
23-26 



■ • * 



■■■> 



20 
22 



Weights. 

Weights of B.F. Beams in decimals of a ton, etc. 



27 



N,B.— See separate chapters for Safe Loads, Tests* Extras, etc. 



Column 



Caps, 



Polot, . 
Piles. ' 




RIvctt, 

Bolu. ^ 








H04 



15 



m 



y 


1 




SIZES AND PROPERTIES OF 






X' 


■X 










, * 


1 

f 1 


BROAD 


FLANGE BEAMS, GREY PROCESS. 




BR 


* I 1 


For Explanation. 


s«e Dae« 2t For Kcv Drawings. s*c page 14- 


Fer 












i* • 


k 






. 




DuDcnsioDS. 
d X b 


11 


> 


Word. 


Hi 




Area. 


MomcQU Qt Section lUdii of 
Inertia. Moduli. Gjratioa. 




If ' 


T 


t 


A 


h ' ^ *. 2^ e. 


«F 


¥ 


las. 


Ins. 


Lb. 






Ids. 


Im. 


Ins.! 


Ids.* Ins.* i Ins.* ' Iss.' 


IBM. laa. 


Ut 




3-7X3-9 


11-0 


a 


VOOPO 


•31 


■20 


3-2 


7-9 3-1 


4-2 1 1-60 


1-56 0-98 




9 




3-9x3-9 


14-2 


a 


BEAHL 


■43 


■20 


42 


11-3 4-4 


5-8 2-24 


1^65 I 03 




9 


4 


3-9X3-9 


14-8 


a 


BAABA 


43 


■26 


44 


11-5 4-4 


5-8 2-24 


1-62 I -01 




■i 9 




4-4X4 1 


23-2 


at 


YOACH 


■67 


■39 


68 


20-6 7-6 

1 


9-3 3-72 

1 


1'74 


1-06 




9 




4-5X4-7 


13-2 


a 


Yoopr 


■31 


•20 


3-9 


14-4 5 4 


6-4 2-31 


1 
193 : 1-18 




10 




4-7X4-7 


17-0 


a 


BEANY 


•43 


-20 


50 


20-4 7'6 


8-6 322 


2-02 1-23 






5 


4-7x4-7 


17-8 


a 


BAAKG 


•43 


■26 


5-2 


207 76 


8-7 3-22 


198 120 




9 




5-2X4-9 


27-9 


ar 


YOADS 


■67 


-39 


8-2 


36-0 12-9 


13 9 5-31 


210 1-25 




Q 




5-2X5-4 


16 4 a 


YOORV 


33 


-22 


4-8 


1 

24-5 90 


1 

9 3 3 29 


2-25 1-36 




4# 

is 9 

10- 
10- 




5-5X5-5 


21 1 a 


BEBMO 


■47 


18 


6 2 


35-5 13-2 


129 4-76 


2-39 1-46 




5i 


5-5x5-5 


2;i--l a* 


BABAD 


■47 


■31 


68 


36-6 13-2 


132 482 


231 1-39 






6-5x5-8 


47-9 ar 


YOAGM 


94 


■63 


141 


90-4 31-3 


280 10-7 


2-53 


1-49 








5-6x5 8 


17 6 


a» 


YOOSil 


-33 


•22 


5 2 


30-6 11 


10-9 378 


2-43 


1-46 




9- 




5-9x5 9 


22-8 


a 


BEBVP 


-47 


•19 


6-7 


44-3 16-2 


150 5-49 


2-57 1-56 


* 


lO^ 


6 


5-9x5 9 


24-9 


a* 


BABEF 


■47 


•31 


7-3 


45 6 16 2 , 15 4 5-49 


2-49 1-49 


l»i lo- 




6 9x6 2 


51 3 


ar 


YOAGI 


•94 


63 


151 


111 , 38-0 


32-3 122 


2-71 1-59 




tO-f 

n-; 




3 9x6-2 


200 


a 


Yooru 


'35 


■24 


5-9 


381 14 12-9 4-58 


2^55 1-54 






6-3x6 3 


26 3 a 

1 


BBCAK 


■51 


-20 


7-7 


58-2 21-3 


18-4 6-77 


2-74 1 6« 






9i 


6-3x6-3 


30-8 a 


BADHO 


-55 


-35 


90 


63-3 23 


20-1 7-32 


2-64 1-59 




lO-S 




7-2x6 6 


56-0 ar 


YOAHN 


-98 


-63 


16-5 


134 46 8 


373 14 2 


2-85 


169 




110 




6-8x7-0 


24 8 


a» 


YOOVI 


-39 


■26 


7-3 


1 
62 6 22 2 


1 
18-5 6'34 


2 93 


1-74 


ll 


U'O 

11-6 
122 




7-1 x7-I 


31-9 


a 


&SDEU 


55 


22 9-4 


89-6 32-7 


25-3 9-28 


309 1-87 




7 


7-1 X7-I 


34-7 a' ' BACGE 


■55 


■35 


10 2 92-1 32 8 


26-0 9-21 


3-01 I 79 






8-0x7-4 


63 ar 


YOAJP 


•98 


•63 


18-5 


191 65-6 


479 178 


3-20 


1-88 








7-5x7-8 


301 


«• 


voowo 


-43 


■28 


8 8 


93- 1 337 


24-9 8 72 


3 24 


1 95 




U-8 
tI-8 




7 9x7-9 


38-0 




anzK 


■59 


■24 


II-2 


133 48-1 


33 6 12 2 


3-44 2 07 


U 


« 


7-9x7-9 


43-6 


a* 


BACYL 


-63 


•39 


12 8 


143 51 3 


36 3 13-1 


3-34 200 




8-3x8-0 


57-5 


dt 


YOHPfi 


83 


-51 


16-9 


199 70^5 


481 17 6 


3 43 2 04 




11-5 
13-j 




8 7 x8 1 


71-6 


ar 


VOAUS 


1 03 


■63 


21-1 


262 91 2 

1 


60-S . 225 


3-53 2-08 






« 3x8 5 


34-5 


a 


vooxs 


45 


•29 


10-1 


133 47-0 


32 11 


3-62 3- 15 






^h ■ 


8-7 x8-7 


44-6 a 


BBRBB 


•63 


•26 


13-1 


189 68-3 


43-6 15 7 


380 3-28 




la-i, 


•»; 


8 7x8-7 


480 a* 


BADOK 


•63 


■39 


14-1 


193 68-3 


447 157 


3-70 2 30 


^ 


lU> 




91 x8 6 


63 3 


di 


VOHYT 


•83 


•51 


18-6 


268 93 4 


591 21'3 


3 80 2 24 


'3-e> 




9-4x8'ft 


78-8 


dr 


VOANT 


1 02 


■63 


33-2 


350 130 


741 271 


3-«9 3 38 

1 


, ^ 


13-3 > 


■ ^ 




■ 


Por 


aett dept 


' : 

a of »eb, between lilleU. see pafe 38 



18 




-1- -.- fcl^-.-- 



SIZES AND PROPERTIES OF 

BROAD FLANGE BEAMS, GREY PROCESS.— Continued. 


Y 
X- 

J Y 


X d 




For EvDiafiatJon 


see page 21 




For Key DF-awings, see paEe 


14. 


1 




1° 


DimensioDE. 


Weight 
per Foot. 


> 

■3 

Q 


Cod< 

Word. 




t 


Area. 
A 


Moments ol 
Inertia. 


Moduli, 


Gy ration 




d X b 


T 


i^ j Iv 


^* 


7-^ 


Kl 


^v 




Ids. 


Ins. 


I.b. 






Ins. 


Ids. 


Ins.' 


Irs.« . Ins.* 


Ids.' 


Ins.» 


Irs. 


Ids. 






9-Ox 9-3 


40-9 


a 


YOOZA 


■49 


■31 


12-0 


ISG 66-6 


41-2 


14 3 


3-93 


2-35 






9-4X 9-4 


51-9 


a 


BETAC 


■67 


-28 


153 


262 94 ■ 2 


55-5 


19-9 


4-14 


2 48 




»i 


9-4 X 9-4 


58-7 


a 


B\EJM 


■71 


-43 


172 


281 100 


59 ^4 


211 


4-03 


2-40 






9-8 X 96 


75-3 


ai 


YOlPy 


-9! 


■55 


22-1 


377 132 


765 


27-5 


4-13 


2 44 






10-2X 9-7 


92-2 


ar 


YOARY 


1-10 


-67 


27-1 


482 


167 


94-2 


34-5 


4-22 


2 49 






9-4x 9-7 


44 2 


«• 


YOPAJ 


■51 


■31 


130 


221 


78 4 


46^7 


162 


4-12 


2-46 






9-8x 9-8 


55 6 


a 


BETDE 


■69 


■29 


164 


306 110 


62 -1 


22-2 


4^32 


2-59 




10 


9-8x 9-8 


6M 


a* 


SAELP 


■71 


-43 


180 


320 113 


64-9 


22-9 


4-24 


2-50 






10-3x10-0 


82 5 


ai 


YOJIR 


•94 


-59 


24-3 


452 i 15S 


87-6 


31 G 


4-32 


2-55 






10-8X30-1 


103 


ar 


YOASZ 


1-18 


■71 


30-3 


596 


204 


110 


40-4 


4^43 


260 






98X101 


460 


a 


YOPBr 


-51 


-31 


13-5 


1 
250 : 88-3 


50-9 


17-4 


431 


2-56 






10-2x10-2 


59-5 


a 


BETJY 


■71 


-30 


175 


354 127 


69-1 


24-7 


4^50 


2-69 




lOi 


10-2x10-2 


63-6 


a 


BAEZD 


■71 


•43 


18-7 


362 127 


707 


24-8 


4^40 


2-60 






10-8X104 


900 


ai 


VOJVY 


•98 


•63 


26-5 


538 187 


99 8 


36-0 


4*51 


2-65 






U-3X10-6 


116 


ar 


YOAWD 


1-26 


-79 


34-0 


733 


250 


129 


47 2 


4-64 


2-71 






10-5 xlO 9 


51-4 


a 


YOPEF 


-53 


32 


15-1 


320 


115 


61-0 


21 


4-61 


2-76 






11-OxllO 


67-7 


a 


BETYJ 


•75 


■31 


19-9 


468 167 


84-9 


30-3 


4-85 


2-89 




11 


110x11-0 


75-7 


a* 


BAHEL 


-79 


-47 


22-3 


498 176 


90-3 


31-9 


4-73 


2'81 






ll-6xll-2 


105 


ai 


YOKUV 


1-08 


■67 


31-0 


732 


255 


126 


45-5 


4-86 


2-87 






12-2X11-4 


135 


ar 


YOBAH 


1-38 


-83 


39-6 


991 


339 


162 


59-6 


5-00 


2-93 






ll-4xn-7 


5S'9 


a* 


YOPGA 


■57 


■34 


17-3 


431 


152 


75-8 


26-0 


4-99 


2-96 






ll-8xll-8 


76 4 


a 


BHVEF 


■79 


■33 


22-5 


607 216 


103 


36-6 


5-20 


3 10 




12 


11-8x11-8 


81-2 


a* 


BAKEN 


-79 


■47 


239 


619 ( 216 


105 


36-6 


5-09 


301 






12-5X120 


120 


at 


VOLIT 


1-14 


•71 


35-2 


967 333 


155 


55-5 


5-24 


3 07 






13-2x12-2 


158 


ar 


YOBIK 


1-50 


-91 


46-3 


1360 


459 


206 


74-9 


5-42 


3-15 






121 xll-7 


65 '8 


a 


YOPHO 


-63 


■37 


19-3 


541 


168 


89-4 


28-7 


5-30 


2-95 






12-6XI1-8 


81-4 


a 


BEVUO 


■83 


■35 


23-9 


731 227 


116 


38-4 


5-53 


3 08 




m 


12 6x11-8 


90-3 


a 


BAKIP 


■87 


■51 


265 


775 


238 


123 


40-3 


5-40 


299 






13-3x12-0 


128 


ai 


Y0L5B 


1-22 


■71 


37 5 


1165 


353 


175 


588 


5-57 


307 






140x12 2 


166 


ar 


YOBJK 


1-57 


■91 


48-8 


1607 


478 


229 


78-3 


5-74 


313 






For aett dept 


h of web, bel 


ween fi 


lets, see page 


i&. 












fibAm 



Notes. 



Clearsp 
Ire. 






Column 
Notes* 



Caps* 







I ' Hlvotf, 



W(J41ii 







Codt 



17 




. - * 



SIZES AND PROPERTIES OF 

4 BROAD FLANGE BEAMS, GREY PROCESS. Conlinuod 



W^lt ft »|>i«r>Al.4jr\ 



Fer Umn Or^winat. 



MO 14 



if 






u 



u 



M 



I? 



U 



■ii« 



Arri 



M L 



•t - 



^1.^ 



I 



I- 
T I I I A 






A»^4i.« 



! V^ \i. .4 



\ 

13 

U« 13 

U 

U 



4x11 .: ; 

IKII I { •!-« 



*■ 

'1 



»&KU \ 






iuA- I 1 



:i'.' 



■ * 



M3 



IJ 7 * II " 

14 ^ - II 
14 3«ll • 

14 •- II » 

15 0"- 15 V 
IS 4^U 3 



u c - t I 



* 



■ I 



I 

41 



1 
U& 



ht' - ' 



»i 



t 14 



I « 



1 I 





:■ I 




1 


i 


4 ] 


4 




4 


* 



J I 



1« 



^ I 






It f 



!!1 



i» 



>«f 







1 








'a 


4^ 




'•!i 


»»««! 


••► 


4 




IMfi 


t- . 




d 




' i 




r 


» ^ 




L ' < 




1 9J 


. > 4 '■ 


1 


-ir , 






r 


1 


, i i-- 






r 






■ ' 


ks 


- . ' 


1 


■ 


' I 


1 M 


i 


4 


1M4 


* 


in 


H> u 


V 


14.'' 




■ ■•*. 


r- W 


* 


MA2 






41 




34 M 






' 




ZTIfl 


». 


J 


4 21 


;i 


iMi 


mm 


1 14 


4' Ii!' 




iti:i« 


•i**-' 


1 » ■ 


:i' 


V 


ar>3i 


\ ' y . i 


; *» 


( 4 ' 


■ 


xaM/ 




' 4, 


4< 


tf 


ri«' 




1 • 


f 


■ 


Kr?i 






- - - -^^ 








ITK 



1 ..'I 

7t3 
lORI 



1 IVt* 

y» ■\ I ivu Mil 



i?:»i 



Ih .< 



Kia soft 

40 3 

40 S 

bti i 

71 3 



JU 


ISO 


2SI 


ISS 


.1 - 1 


IM 


r.h 


317 


IM 


114 


■; J ■-• 


I4& 


■;«... 


l&S 


. I 


lU 


.1.' 1 


no 


47« 


MO 



1 1 



j:i 



414 
40U 



5 74 
»-0l 

6 u; 



I 



aa s 


ftM 


43 1 


ft IS 


44 11 1 e U4 


M & 


6 13 



;•. 1 



• 4 w 



3 tt:i 

S (Ml 
3 117 
3-04 
3 11 

3 »l 
S ••4 
3 
3 UO 

e «3 SOI 

« 14 I 01 



■ r> 



142 y^ 



300 M 
3V) 



S3l> 111 ' > 

3111 ISO i. : 

LUl 3U1 47 

S4t 34U M 

<I4 3*1 •» 

40« 111 77 



Ul 170 i» I 
2Mt tta 4 

kh 331 t- - 



t^¥ 



1 i 



34 1 1 VU 3 »n 

14 a 11 3 oi 

I04 44 U • 33 3 04 

IW U 6 I I 44 S 07 
335 
371 



ft 07 3 ue 







-1^ 


ft «u 


■ 


on 


« 


ft Tl 


1 


ft 90 





ft U 





ft H 




») 


I 


7 tl 


7 


7 II 


1 


7 30 





7 » 



3 Oil 
3 01 
It! 
t Oft 

3 (13 

a «4 



3 Oft 

3 00 

a 01 

3 Oft 

3 M 

I "^ 



9 13 a Oft 

ft I 7 M I a 07 
" ■ ■ 3 01 
7 - ^ 01 



7 Oft 3 Oft 



!■ 


ii 




113 




11 


11 


ia7 




,19 




in 




1* 1 




IB}) 




111) 


m 


l» 




30 l> 




lO'Si 




31 




31 


a 


11 




'a ' 




u*. 




21 U 




a«K 


M 


T\t 








r ' 


fe 


i ( 



II 





SIZES AND PROPERTIES OF 

BROAD FLANGE BEAMS, GREY PROCESS.— Continued. 



I- 



Ids. 



19 



20 



22 



24 



26 



28 



SO 



For Expfanation. s^e pae« 21. 



For Kev Drawings, see p^igc 14 




Dimensions. 



d X b 






If 

a 



Code 
Word. 



b 

u^ 






IS 
18 
IS 
19 
19 
19 

19 
19 
19 
20 

20 

21 
21 
21 
22 
22 

23 
23 
23 
23 
24 

25 
25 

25 
26 

27 
27 
28 

29 
29 
30 



Ins. 

3x11 
7xU 
7xtl 
0x11 
3x12 
6x12 

2x11 
7X11 
7x11 
IxH 
5x12 

2x11 
7x11 
7x11 
0x11 
4x12 

1 xlt 
6x11 
6X11 
9X11 
3x12 

1 xll 
6X11 
9X11 
2x12 

1 XU 

6X11 
OxU 

1 xU 
5X11 
Oxll 



7 
8 
8 
9 



7 
8 
S 
9 


7 
8 
8 
9 


7 
8 
8 
9 


7 
8 
9 


7 

8 



i,b. 

102 
119 

124 
141 
160 
178 

108 
125 
135 
158 
180 

113 
132 
139 

163 
165 

124 
141 
152 
171 
191 

128 
157 
176 
196 

141 

171 

201 

145 
176 
207 



e 
c 
c 
ci 
ci 
cr 

a 
a 
a 
ai 
ar 

c 
c 
c 
ci 

cr 

b 
b 
b 

bi 



YORAF 

BEVFS 

BAMIR 

VOOHR 

YOOJS 

VOCYP 

YOBBO 
BEY HE 
BAM 05 
YOOKT 
YODAK 

YORCE 

BEYIJ 

BAMUr 

YOOLV 

YODEL 

YOBEJ 
BEYKO 
BAN BE 
VOONY 



br 


YODNO 


b 


YORFU 


b 


BAORY 


bi 


YOOPZ 


br 


VODUP 


b 


YORHI 


b 


BA05Z 


br 


YOECK 


b 


YORIL 


b 


BAVZE 


br 


VOEGN 



Ins. 

-91 
1-10 
I-IO 

1-26 
1-42 
1-57 

■94 

114 
118 
1-38 
1-57 

•96 
I -18 
118 
1-38 
1-57 

I 02 
1-22 
1-26 
1-42 
1-57 

102 

1-26 
1-42 
1-57 

1-10 

1-34 
1-57 

1-10 
1-34 

1-57 



n 



Ins. 

49 
49 
59 
67 
75 
83 

51 
51 

63 
75 
83 

51 
53 

63 
75 
83 

55 
55 

67 
75 
83 

55 
67 
75 
83 

59 
71 
83 

59 
71 
83 



Area. 



Mtimmts of 
iDcCtLa. 



Iiis.» 

30-0 
34-9 
36-5 
41-6 
47-0 
52-3 

31-7 
36-6 
39-6 
46-6 
52-9 



los,' 

1832 

2249 

2286 

26G2 

3053 ! 

3461 

2122 
2601 
2720 
3259 
3798 



40-8 
48 1 
54-5 

36-5 
41-4 
44 8 

50-4 
560 

37-6 
46-1 
51-9 

57-7 

41-4 
50-2 
59- 1 

42-6 
51-6 
60-7 



3457 
4154 
4345 
4961 



Ins' 

241 
3(13 
3U3 
354 
406 
460 

252 
314 
325 
391 
456 



33-2 2688 257 
38-9 3314 i 325 



3372 , 325 
4033 391 
4688 456 



273 
336 
347 
398 



Section 
\todull- 



'X 



4152 


273 


5209 


347 


5940 


398 


6694 


452 


5249 


294 


6494 


369 


7788 


447 


6153 


294 


7598 


369 


910O 


447 







las.' 

200 
240 
244 
280 
316 
352 

221 
264 
276 
325 
371 

253 

306 

311 

366 

418 

299 
352 

368 
414 
462 

331 
407 
468 
511 

388 

471 
556 

424 
515 
607 



Ins.' 



41 

51 
51 

59 
67 
76 



3 

3 
3 
5 

4 



431 

53-2 
55-0 
65-7 
75-9 

44-0 
55-0 
55 

65 7 
75-9 

46-7 
5G-8 
58-7 
66-9 
75 4 

46-7 
58-7 

66 9 
75-4 

50-3 
62 4 
75-0 

50-3 
62 4 
75 



Radii or 
Gyration. 



8 



Ins. 

7 82 
803 
7-91 

8 00 

8 06 
813 

8-18 
8-43 
8-29 
8-36 
8-47 

9 00 
9-23 

9-09 
9-16 
9-27 



B, 



Ins. 

2-84 
2 95 
2-88 
2-91 
2-94 
2-96 

2-82 
2-93 
2-87 
2-90 
2 93 

2-78 
2-89 
2 82 
2 85 
2-89 



9-74 2-74 

1000 285 

9-85 2-78 

9-92 2 81 

9-99 2-84 



10-52 2-70 
10-63, 2-74 
10-70 2 77 
10-77 2-80 

11-26 2-67 
11-37. 2-71 
11-48, 2-75 

12-02 I 2-63 
I2-13J 2-67 
12-24 2-71 



For nett depth of web, between fillets, see page 39. 



fiuim 
Loaas. 



f 



-r 



MOU^i. 



Clears. 



Coluntu 



Cojumn 
Notes. 



Caps, 



/ 




tlvolt, 

BoUs. 







19 



i 




- I • .'< n 1 ; 



Y 

X l-x i 

: Y . 

K-b--^ 



. ^ 



SIZES AND PROPERTIES OF 

BROAD FLANGE BEAMS, GREY PROCESS 



Continued 



For Key Drawinfis, see page M, 



Is 



Dimensions, 



d X b 






> 



Code 
Word. 



Or: t 
Eh - 






Area, 



Moments of 
Inertia. 



Section 
Uoduli. 



Radii of 



6: 



e 



(ns 


Ins. 


Lb, 






Ins. 


Ins. 


Ins.' 




31 ■2x11-7 


159 


h 


YORKA 


J -18 


-63 


46-8 


32 


31 ■.! X 11 -8 


180 


b 


BAWIC 


1-34 


-71 


53-0 




32-0xn^9 


212 


bt 


VOELS 


1-57 


•83 


62-4 




33-1 xll-7 


174 


c 


YOftOD 


1-26 


-67 


51-3 


34 


33 ■ 5 > 1 1 8 


196 


c 


BAWOD 


1-42 


■75 


57-5 




33-8x11-9 


218 


cr 


YOEMT 


1-57 


■83 


64-0 




3.11 xll-7 


179 


c 


YORPV 


1-26 


■67 


52^6 


36 


35-4 X 11-8 


201 


c 


BAWUF 


1-42 


■75 


589 




35-7x11-9 


223 


cr 


YOENV 


1-57 


•83 


65-6 




37-1 XlI-7 


183 


c 


VORUJ 


1-26 


■67 


53-9 


38 


37^4 X118 


206 


c 


BAWZA 


1-42 


■75 


60^4 




37-7XII-9 


229 


cr 


YOBRZ 


1-57 


■S3 


67 ■ 2 




391 Xll-7 


188 


b 


YOSAN 


1-26 


•67 


55-2 


40 


39-4XI1-8 


211 


b 


BAVEC 


1-42 


■75 


61-9 




39-7 xn-9 


234 


br 


yOEVD 


1-57 


■83 


68-8 



Ins.* 
7682 
8802 
10529 

9384 

1U6G5 



Ins.* 
319 
369 
447 

340 
391 



119421 443 

10706 I 340 

12158 391 

13606 443 



12141 



340 



13765', 391 
15395 1 443 



13670 
15490 



340 
391 



17315 1 443 



lua.' 
403 
559 
659 

567 
637 

707 

610 
686 
761 

655 

736 
816 

700 
7S7 
873 



Ins.* 

54-3 

62-4 
75-0 

58 
66 1 
74-5 

58-0 
66-2 
74-6 

58-0 
66-2 

74-6 

58-0 
66-2 

74-6 



Ids. , Ins. 

12-81 2-61 

1289 2C4 

1299 2-68 

13-54 2-57 

13-61 2^61 

13-66 2-63 



14-28 
14-35 



2^54 
2 57 



14-40 2-60 



1501 

15-08 
15-13 



2-51 
2-54 

2^57 



15-74, 2-48 



15-81 
15-86 



2-51 
2-54 



SPECIAL SIZES OF B.F. BEAMS, GREY PROCESS, 

WITH EXTRA WIDE FLANGES. 






DimcDMODS. 



6 xh 






Code 
Word. 







Area, 


T 


t 


A 



Moments ot 
Inertia, 



ScclioD 
ftfijduli. 



Ia«. 

4 

& 

H 

6 

«1 
7 

8 



Ins. 


Lb. 


3 7x51 


13 6 


4 5x5 9 


15 8 


5-2x6 7 


19 3 


5-6x7 1 


20-4 


5 9x7-5 


23 J 


6 8x7-9 


27 2 


7 5> 8 7 


32 8 



Radii r>[ 
Gyration. 



S. 



VUDOS 

YUDPA 
YUDUT 
YUDVY 

YUBCS 

YUEMZ 
YVEBr 



Ins. 
•31 
'31 
■33 
33 

35 
-39 
•43 



Ins. 

20 
-20 
-22 

22 

■24 

26 

■2S 



Ins.' 

4 

4-6 
5-7 
6-0 



6 8 
8-0 
9-6 



Ins,' 
10 1 
17-7 
29-6 
36 6 

45-3 

69-9 
103 



Ins.* 

7 

10-8 
16-7 
19-9 

24-7 
32-1 
46-9 



lu.* 

54 

7-9 
11 3 
13-0 

15-3 

20-6 
27-5 



Ins.* 

2-75 
3 66 

5 00 
5-60 

6 61 

8-14 
10 8 



lu. 

1 59 
I 95 
2-29 
2-47 

2-58 
2-96 
3-27 



Ins, 

1 33 

1 .i3 
l-7'> 
1-82 

1-91 

2 00 
2 21 



These special sections with extra wide flanges can be supplied, from rolls, as readily as the 
standard sections if ordered in quantities of at least 2r)0 feet of a size. 

For safe loads ubeo used as Stancliioos see page 92 ; as Poles, page 154. 



20 



-'« • - r V 



J. I 



SIZES AND PROPERTIES OF 

BROAD FLANGE BEAMS, GREY PROCESS.— Continued. 

Notes to the Table on pages 16-20. 



WEIGHT PER FOOT. As explained on page 11, the various sections are rolled in 
four standard weights— known as the Die, Dil, Din and DiR weights — and can also 
be rolled to intermediate weights, of which some typical examples (marked (") are 
included in the table. 

(i) The first line in each group is the Die or minimum weight ; for most pur- 
poses the minimuni weights are to be preferred. 

(ii) The second line in each ^oup (up to 24" x 12") is the Dil section. This 

is similar to the former standard weight {Din series) but has a reduced web. 

(iii) The weight directly opposite the nominal size is the Din or medium 
weight (formerly the standard weight). 

(iv) The last line in eacli group is the Dm or maximum weight, 
(v) Weights marked : in the " Delivery" column are t^'pical intermediate 
weights. 

DELIVERY. The various weights of each section are produced by merely varying 
the spacing of the rolls. Accordingly, all the Wrights can be obtained (from 
rolls) equally readily ; and in any desired quantity, except as mentioned below. 

(i) The DiR series (mx-dinum weights), marked " r " in the " Delivery " 
column, can only be supplied In lots ranging from 3 to 9 tons minimum, according 
to section (see table on page 286). 

(ii) Intermediate weights, including the tjrpical examples marked " i " in the 
tables, can only be supplied in lots ranging from 18 to 36 tons minimum according 
to section (see table on page 2H6). 

The other symbols in the " Delivery " column have the following meanings : — 

• Xormally stocked in the U.K. (but see page 6). 
a Average rolling dates 3 to -4 weeks. 
h „ „ ,. 4 to 6 „ 

C „ „ ., 6 to 8 „ 

ECONOMY. The Die or minimum weights are the most economical ; i.e. shew 
the highest ratio of capacity to weight, both as beams and as columns. 

SECTIONS WITH EXTRA WIDE FLANGES. As columns, the Special sections 
listed on page 20 are even more economical than the standard sections, and are 
as readily obtainable if ordered in fair quantities. 



21 






-1 



Notes. 



Cleats. 
Ac. 






) 



ColumD 
Notes- 






Pll«s, 







^ 



Concffilt 



i 







1 



BROAD FLANGE BEAMS, GREY PROCESS. 

SPECIAL AMERICAN SIZES. 



For ENplanaticn, sec below. 



For Key Orawing'. see pace 14. 



Komi o a! 

Size. 



Exact 
Size. 



•£5 

h 



Code 
Word. 



TlilckDCflB. 



d X b 



d A b 



FlauBC. ! Web. 



Aica. 



Motile ats of 
Inertia. 



■ Section 
Modulus. 



Radius 
of 
Grrntion 



E. 



1)15, 



6 >: 6 



8 



10 X 10 



Ins. 

60 X 
6-1 X 
6-2 X 
6-4 X 
6*7 X 

8-0 X 
8-1 X 
8-2 X 
8-5 X 
9-0 X 



10-0 



12 X 12 



14 y 12 



10 

10 
10 
10 

n 

II 

12' 
12' 

12' 
13' 
13' 
14- 



1 
2 
5 
9 
I 
4 

1 
5 
7 
1 

G 

1 



X 
X 

X 
X 
X 

X 

X 

X 
X 
X 

X 
X 
X 





Lb. 


6-0 


20 


60 


23 


6-1 


27 


6-1 


30 


6-2 


41 

1 


80 


31 


8-0 


35 


8-1 


40 


6-1 


48 


8-:i 


C7 


10^0 


49 


10^0 


54 



VUMAV 



YUM CO 



10 
10 
10 
10 
10 



1 

2 
3 
3 
4 



6U 

72 

89 

lUO 

IIJ 



YUMEZ 



ln5. 

•37 

•43 
■50 
•56 
-75 

■4.1 
•40 
•56 
•68 
•93 

•56 
■62 

•68 
■SI 
00 
12 
25 



Ins. 

•2j 
■27 
-33 
-3.''. 

•49 

•29 
•31 

■36 
•40 
•57 

■34 
■37 
■41 
•51 
•61 
•G8 
•73 



lns.» 

5- 89 
6 '76 
7-92 
8-81 
120 



9 
10 

n 

14 
19 



12 
3 
8 
1 

7 



14-4 

15-9 
17-7 



21 
26 
29 
32 



2 
2 

4 
9 



12-0 


65 


12- 1 


8J 


12-2 


99 


123 


120 


12-4 


147 


I2-G 


I7G 



YUUIB 



14-1 X 12-0 



"8 



VITMOC 



•61 


•39 


■80 


■49 


•92 


•58 


Ml 


•71 


l^Sfi 


■84 


1-61 


I -00 


•72 


•43 



19-1 
25-0 



29 
35 
43 

51 



1 
3 

2 
8 



22-9 



Ins.* 

39^2 
46-3 
55- (I 
63-2 
91^2 

110 
126 
140 
184 
272 

273 
306 
344 
421 
542 
625 
719 

533 
723 

859 
1072 
1374 
1713 

85f 



Ins. • I Ins.* Ins. 



13-5 
15-9 

18-8 

2r4 

30-5 

370 
42-5 

49-0 
60^9 
88- e 

93-0 

104 
116 
142 

181 
207 
235 

175 
235 
278 
345 
437 
538 

207 



I3^1 
15-1 
17C 
19-8 
27-0 



27 

31 
35 
43 

60 

54 

60 
67 
80 
99 



4 

1 
5 
2 
4 

6 
4 

1 
1 
7 



1 

1 
1 
1 
I 



51 

53 
54 

56 

59 



201 

2-03 
2-04 
2^08 
2^12 



112 

12fi 

88-0 
116 
135 
163 
202 
243 

121 



2 
2 
2 

2 
2 



54 

56 
57 
59 
63 



2^65 
2-C7 



3 
3 

3 
3 
3 
3 



02 

07 
09 
13 
18 
22 



3- 



oi.lv 1^ "^ ""^ '"^'^- "**"' "' '*' *^''"'- ^'^ ^'^PP^^ from D.flcMan.c id Uic (oUowing minimum qusLUUes 
oi »cb individual wtigbl. ™ *"***" ^ "<l"*™*' *n^ ™<«flec »hould be s/j worded M lo abow the required quanUly 



22 



I- 



iBi. 



4 



H 





BROAD FLANGE BEAMS, 


Y 
GREY PROCESS. x\x 


""T 


METRIC UNITS. 1 


_- J 




■ 1 




if 


Exact Size and 
Weight per Uetrt. 


> 

=3 


Code 
Word, 




si 

Ai ^ 


Area. 


Moments of 
laetltA. 


Scc1i<»n Radii of 
Moduli, Gyration. 


1^ 

d 


d 


d x b Wt. 


T 


t 


A 


K \ 


z^ ' \ 


Bjt 8v 


Ins. 


Urn. 


Kilos. 






Mm. 


Mm. 


Cm ' 


Cm • Cm* 


Cm.' 1 Cm.' 


Cm, Cm. 


Ins. 




94 X 99 


16.3 


a 


YOOPO 


8 


5 


20,8 


327 130 


70 26 


3,1)7 1 2..'iO 






100X100 


21.1 


a 


BEAHL 


U 


5 


26. l> 


472 184 


94 37 


4.I& 


2,61 




4 


lOOxlOU ; 22,1 1 


a 


BAABA 


11 


6.5 


28,1 


478 184 


96 37 


4,12 2,D6 


4 




112x104 


34 .« 


ar 


YOACH 


17 


10 


44.0 


856 


315 


153 61 


4.41 2,6S 






114X119 


19,6 


a 


yoopt 


8 


5 


25.0 


598 225 


105 38 


4,9<» 


3.00 






120X120 


25.* 


a 


BEANV 


U 


5 


32,3 


849 317 


142 53 


5.12 ■ 3,13 




5 


120x12(1 ! 26,5 ' 


a 


BAANG 


11 


6.5 


33,6 


860 317 


143 53 


5,04 1 3,0(1 


5 




132X123 


41.5 


ar 


YOADS 


17 


10 


52,8 


1499 535 


227 H7 


5,33 3,18 






133x138 24,4 


a 


YOORY 


8.5 


5.5 


31.1 


1020 373 


153 


54 


5,72 3,46 






140X140 31,4 a 


BEBMO 


12 


4,6 


40.1 


1477 549 


211 ' 78 


6,07 3,70 


ff 1 


Si 140x140 ' 34.6 1 a* 


BABAD 


12 


8.0 


44,1 


1522 550 


217 79 


5,87 3,63 


6i 




164x148 7U3 


ar 


YOAGM 


24 


16 


90.8 


3761 1302 


459 176 


6,43 3,70 






143x148 26,2 


a* 


YOOSH 


8,6 


5,6 


33,8 


1277 460 


179 62 


6,18 3.71 






150x150 ' 33.0 


a 


BEBVP 


12 


4.76 


43.2 


1843 676 


246 90 


6,53 3,05 


A 


6 


150x150 37.2 


a* 


BABEF 


12 


8.0 


47,3 


1897 676 


253 PO 


6,33 3,78 


6 




174X158 76.3 


ar 


YOAGT 


24 


16 


97,2 


46U 1583 


530 200 


6,9'J 4,04 

1 






150x157 29,7 


a 


YOOTU 


9.0 


6.0 


37.9 


1588 584 


1 

212 75 1 6.47 3,B2 






160X160 39.2 


a 


BECAK 


13 5.0 


50.0 


2420 888 


302 HI 6,ufl 4,21 


^fe k 


6i , 160 XI60 45,8 


a 


BABHO 


14 


9.0 


58.4 


2634 958 


329 120 6,7:; 4,05 


61 




182X167 83.4 


ar 


YOAHN 


25 


16 


106.3 


5562 1947 


611 233 7.23 4,2s 






172x177 36,9 


a* 


YOOVl 


10 


6,6 


147,0 


2605 925 


303 104 


1 
7,45 4,48 






IISO X180 ' 47.4 


a 


BEDEM 


14 


5.6 


60,4 


3730 1362 


414 151 


7.80 ' 4,75 


■■■ 


7 


180x180 51.8 


a* 


BACGE 


14 


9,0 


65,8 


3833 1363 


426 151 


7.63 4,66 


7 


! 202X187 93.8 


ar 


YOAJP 


25 


16 


19,5 


7929 2732 

1 


785 292 

! 


8.15 4.78 

1 




190X197 ' 44,7 


a* 


YOOWO 


11 


7,0 


57,0 


3879 1403 


408 143 


8.2* 4.0fl 






200 X20O ' 56,G 


a 


BEIZK 


15 


6,0 


72.1 


5519 2002 


552 2HI' 


8,75 5,27 




8 ; 200x200 64,0 


a* 


BACYL 


16 


10 


82,7 


5952 2136 


595 214 


8,48 5,08 


8 


1 220X206 106,7 

1 1 


ar 


VOAMS 


26 


16 


135,8 


10897 3796 


991 1 369 K,V6 5,28 






211x217 51.4 


a 


YOOXS 


11,5 


7.25 


65,5 


5532 1960 


524 181 


9,19 5,47 






220X220 ! 66,4 


a 


BERBE 


16 


6.6 


84,5 


7859 2842 


714 258 


9.64 5,80 




H 


220 x220 1 71,5 


fl* 


BADOK 


16 


10 


91,1 


8052 2843 


732 258 


9,40 5.6^> 


8i 




240x226 117.4 


ar 


YOANT 


26 


16 


149,5 


14565 5011 


I2I4 443 


9,S8 5,79 

1 






229x237 f,0.8 


a 


YOOZA 


12.5 


7,75 


77.6 


7739 2776 


676 234 


1 
9.«» 5,0d 






240x240 77,3 


a 


BETAC 


17 


7.0 


98,5 


10917 3919 


910 327 


rO.52 6,31 




94 240x240 87,* 


a 


BAEJM 


18 


11 


111,3 


I16SR 4152 


974 346 


10.25 6,11 


»1 


260x246 137.8 


ar 


YOAKV 


28 


17 


174,9 


20069 6959 


1544 566 


10,71 6.32 




For explanatio 


ns. see page 21 









Holes. 



Cleats* 

Ac. 






Column 
Notes. 



Cap5. 
BaEos. 



' 



Poles, 
riles. 

















^■f 



23 






Y 

J^ ] BROAD FLANGE BEAMS, QREY PROCESS. 


ixs' 


METRIC UNITS-— Continued, 


d 


Eiacl Sue and 
Wdftat pa Metre 




\vitfa_ 


T 






UoouDUof 
Inert u>. 

I. I, 


Sectkia 


Radii of 

CTTBtiOO 


d 


d . b Wl 


fi 


t A 


«• 


>ff 


1» 

10 


240 X 247 
350X250 
3M)x250 
274 X 257 


153,t 


1 1 

*J* 1 VOPAJ 
J BETI>E 
a^ BAELP 
ar VOASZ 

1 


17. i 
18 
30 


tt.O 

7.» 
11 
18 


83.4 
I05.4 
116,0 
195.* 


Cm • Cm.* 

9190 3368 

12714 4559 

13298 4602 

24800 8502 

L 
1 


Cm* 0».» 

766 285 
1017 365 

1064 375 
1810 662 


Cm. 
I0.4T 

10.07 

10,T1 

ll.t? 


6,tt 

6.4T 
6.00 

6,00 


10 


lOi 


350x2&7 
2e0x2« 


68> 

88.t 


f 

A VOPbi 

a ' BETjy 
a babzu 

at VOAWD 

L 


13 , 8.U 
18 7.4 
18 11 
32 20 


87,1 
112,B 
130,T 

219.1 


10430 3680 
14722 5275 
15050 5278 
30517 10401 


8S4 296 

1132 406 
1158 406 
2119 773 


10. M 6.40 
11,41 6.14 
11, IT 6,41 
11,81 6,M 


lOi 


u 


.■-. : - in 

280y2in 

2H0 - 280 
3IOy2K9 


7«.« 
lOO.t 

ir2.r 


1 

d Yopur 

d BETVJ 
«* BAIIEL 
B# , VOBAH 


13.5 
19 
30 
35 


S.Xb 

8,0 

13 

21 


97.* 
128,4 
I43,« 

255,1 


J 

i:i;(:i2 4785 

l>i47U 6954 

•jam 7324 

41248 14105 


1000 1 345 

1391 497 
1480 533 

2661 076 

1 


11.71 7,01 

12.11 7.U 
12.01 7,14 
12.71 7,44 


11 


u 


1 1 » 
...1 .til 


n3,» 




VOPGA 
BBVEP 

PA » 
VOIMK 


14. f. 

1 

38 


8.76 

8> 

12 

23 


11 I.J 

144,» 

154.0 

298.V 


17064 8335 

2Vi47 9003 

35759 9007 

Tfi 19084 

1 


1343 436 
1683 600 
1717 600 

3:168 1227 

1 


12.0« 7.M 
13,S0 7,M 

12.0S 7,4» 
13.74 7,00 


u 


Ul 


3'JO ^ 300 
3190 X900 


97,9 < voruo 

121,2 4» 1 ftftVHO 

134> 4 BAKir 

i 1 


1 18 

31 
32 
40 


9.* 

9.0 

13 
23 


I24.T 
154.4 

171.? 
314. » 


JJ-Se 6992 

:iC)419 9454 

-iV 9910 

06878 19897 


1 
1465 471 
1903 630 
3016 661 
3757 1284 


13.44: 7,40 
1 4.04 7.4t 
IS.Tl 7.«l 
14,47 7.M 


1S| 


' 100 

ji it - ^ii> 


lOS.t 

ru ■ 


I 


voriM 

hEVIG 

bakua 

Yomvo 

1 


17 
32 
32 
40 


1« 

o,» 

IS 

1" 


114 n 

, i- ■ 

3l9,k 


'rr2l 74*"' 
70003 19900 


1674 500 

^129 660 

, :jI73 661 

4043 1284 


14.04 7,44 
14,07 7.71. 
14,07 7,U 
I5,«' 7,00 


Itl 


197 
MOkSM 

u saoxao* 

.H92 • S09 


! 
11 3,1 a VOPJU 

I36,t m 1 BIVKV 

IM.I ' a* ftiLiF 
2S3,i «F VDPL^u 


18 

33 
34 
40 


1 

10> 143.ft 
10 1 173 J 
14 191> 
23 322.' 


33584 7867 
42094 10355 
4fil22 lOMU 

8359 1 19710 

1 


1671 630 
2373 8M 
2507 731 
4265 1276 


I5.04 T.M 
15.70 7.T1 
15,14 7.11 
16,« 7.M 


1 
14 


3:0 • iv: 

180 » 300 

U MOxSOO 

413>-aOf 


1 1 
1M,0 ' von Y 

143.* * i*rvvj 

1^2,1 t »ALItO 

2i7,« '' vvuvii 
1 i 


10 

34 

34 

40 


11 153.8 
10, B It3.« 

14 : 1' 

2 

1 1 


39137 8304 
4MM 10807 

y»»4« 1081 3 

«3«S0 1971. 

1 


3lte MO 
XaS 730 
3683 721 

- u 

1 


|5.Mi 7,M 
1 6.4a 7,01 
16,10 7,40 
16,01 7.Tt 

i 


li 


F 


or aapli— tioMi, m* p«c« SI. 



Y 
BROAD FLANGE BEAMS, GREY PROCESS. xTx ] 




METRIC UNITS 


■ — Continued. , f ^ 

i Y i 




la 


Exact Siic&nd 


^_ 




ll 


4 


. Uoltl«nt3 of 


Section 


Radii of 


J 5 




X^ 
d 


Wejgbt per MeUc 


> 




Code 
Word. 


rtrca. 


Inertia. 


Moduli. 


GyratJOD. 




d X b Wt. 


T 


t 


A. 


'. 


h 


Zr 


^ 


gj, Py 


d 




Iiu. 


Mm. 1 Kilos. 






Mm. 


Mm. Cm.' 


Cm.' Cm.» 


Cm.* Cut.* 


1 
Cni> Cm 


lu. 






388x297 126.S 


a 


YOPOC 


20 


11 


160 .« 


45208 8741 


2330 589 


16,77 7,87 








400x300 ]50,» 


a 


BEWAF 


25 


11 


192,3 


57835 11258 


2892 751 


17,34 7,M 






le 


400x300 163,7 


a 


BALUS 


26 


14 


208.6 


60642 11714 


3032 781 


17,0& 7,M 


la 






428x308 ,256,5 


ar 


YOCAJ 


40 


22 


326,7 


101876 19518 


4761 1267 


17,W 7.72 








415x297 134.fl 


b 


YOPPE 


21 


11,6 


171,4 


54684 9179 


2635 618 


1 
17,86 7,32 








425x300 1 159.1 


b 


BEWEG 


26 


11.6 


202,7 


68400 11709 


3219 781 


18,3: 7.M 






17 


425 X300 166,* 


b 


BALYT 


26 


14 


212,0 


1 

69483 11714 


3270 781 


18.10 7,48 


17 




, 


453 X 308 260,8 


bf 


YOCEK 


40 


22 


332,2 


116165 19521 

1 


5129 1268 


1 8.70 7,«7 








438x297 143.3 


a 


YOPUB 


22 


12 


182.6 


1 
64379 9618 


2940 648 


18,77 7,20 








450X300 168,0 


a 


BEWYL 


27 


12 


214.1 


80468 12161 


3579 811 


19,39 7,64 






18 


450x300 ' 181.8 


a 


BAMAP 


28 


15 


231, « 


84223 12619 


3743 841 


1 9,07 7,3a 


18 






474X306 260.7 


at 


YOCIL 


40 


21 


332.1 


127975, 19144 


540O 1251 


19,83' 7,69 








465x297 151,9 


C 


VORAF 


23 


12.5 


193,6 


76350 


10056 


3284 677 


19,8« 7,21 








475x300 I76,fl 


C 


BEYFS 


28 


12.6 


224,0 


93584 12611 


3940 841 


20,39 7,4» 






10 


475x300 184,8 


C 


BAMIR 


28 


15 


235,4 


95122 12620 


4005 841 


20,10 7,32 


19 






499 X 306 264,6 


cr 


YOCVP 


40 


21 


337,3 


144037 


19146 


5773 1251 


20,C7 


7,69 








488x297 160,7 


a 


YORBO 


24 


13 


204,7 


88312 


10495 


3619 707 


20,77 7,1« 








500x300 183,6 


a 


BEy><E 


29 


13 


236,4 


108257 13065 


4330 871 


21.40 7,43 






eo 


500x300 200,i 


a 


BAM OS 


30 


16 


255,3 


113177 13525 


4527 902 


21.05 7.28 


20 






520 x 305 I 268,0 


at 


YOUAK 


40 


21 


341,3 


158055. 18961 


6079,1243 


21,52 


7.4& 








539x297 168,1 


C 


YORCE 


24,5 


13 


214,2 


111981 


10715 


4155 


722 


22,$e 


7,07 








550x300 197,1 


C 


BEYIJ 


30 


13,5 


251.1 


137894 13517 


5014 901 


23.46 7,34 






22 


550 X 300 l>n6.7 


c 


BAMUT 


30 


16 


263.3 


140342 13527 


5103 902 


23.09 7,17 


22 






570x305 276,2 


cr 


YODEL 


40 


21 


351,8 


195098 


18965 


6846 


L244 


23.66 


7,84 








588x297 184,7 


b 


YORE J 


26 


14 


235,5 


144026 11375 


4899 1 766 


24,74 


6.9S 








600 X 300 209,7 


b 


BEYKO 


31 


14 


267,1 


172874 13972 


5762' 931 


25,44' 7,23 






24 


600x300 226,8 


b 


BAN RE 


32 


17 


288.9 


80829 14435 


6028 962 


25,02 7,07 


24 






616x304 , 283.8 

1 


br 


YODNO 


40 


21 


361, fl 


232080 18785 


7564 1236 


25,38 7,21 








638x297 190,2 


b 


YORFU 


26 


14 


242.S 


173014 11376 


1 

5424 766 


I 

26,72, 6,8S 






U 


650x300 233.5 


b 


BAORV 


32 


17 


297,4 


216783 14437 


6670 962 


27,00 ' 6,07 








666x304 292.1 

1 


br 


YODUP 


40 


21 


372.1 


278583 18790 

1 


8366 1236 

1 


27,36 7.10 


28 




For explat 


lations, see page 21. 








Holes. 



Cleats. 



Coftinirj 



Column 



Caps, 
Bases. 



Pole J, 
Piles. 




Rtvcti, 







f* 



t 




25 




BROAD FLANGE BEAMS, GREY PROCESS 

METRIC UNITS.— Continued. 



U 



Int. 



Exact Sii« and 
Weight per Metre. 



d X b 



\\i. 



_> 
"v 

a 



Mm. Xilus. 

688x297 209,B 

28 '. 700x300 254,4 

: 712x303 239,1 



738X297 215.6 
750X300 261.4 
762x303 307. e 



30 



792x298 237,2 

32 800x300 2f.^.-'' 

812x303 315,0 

I 
842x298 259.6 

84 630x300 291.7 
858x302 , 324,0 



892x298 26e,3 
36 ' 900x300 299.1 



6 
b 
br 

b 
b 
br 

b 
b 
br 

c 

c 

cr 

c 
c 



908x302 332.2 cr 



942 X 298 273.0 

88 950x300 30ti.fl 

95S X 302 340.S 

992x2{»8 279,fl 

40 11000x300 314.0 

'l008x302 348,T 



c 

Cf 

b 
b 



Cod« 
Word. 



YORHI 
BAOSZ 
YOECK 

YORR 

BAVZE 

YOEGN 

YOKKA 

BAWIC 

VOELS 

YOROD 

BAWOD 

YOEMT 

VORPV 

BAWUF 

VOENV 

YORUJ 
BAWZA 

YOERZ 

YOfiAN 
BAYEC 

YOEV[) 









si 


A 






b? 


Arra. 


T 






A 



Uoments of 
Inertia. 



Sectioa 
Moduli. 



RAdii ot 
Gyratioa. 



e 



g. 



Mm. Mm. 

28 15 

34 18 

40 21 



^6 

34 

40 

30 
34 
40 

32 
36 

40 

32 
36 
40 



15 
IS 
21 

16 

IB 
21 

17 
19 
21 

17 
19 
21 



Cm.' Cm* 

267,4 218728 

324.0 270290 

SSI,-* 324175 



274.-9 256394 

333.0 316256 

391,« 378759 

302,2 320104 

342,0 366386 

402.i 438242 



32 17 
36 19 

40 ' 21 



32 
36 
40 



17 
19 
21 



330.7 
371,6 
412,7 

339.2 
381.1 

423.2 

347.7 
390,8 
433.7 



391019 
443890 
498179 

446066 
506040 
567556 

505354 
572953 
642220 



356.2 568988 
400.1 644748 
444,: 722326 



Cm • 
12252 

15346 
1S611 

12254 
15349 
18615 

13271 
15351 
18618 

I4I6G 
16267 
18445 

14168 

16270 
18449 

14170 
16273 
18453 

14172 
16276 
18456 



CiD.» Cm." 
6358 825 

7723 1023 

9106 1228 

I 

I 

6948 823 
8434 1023 
9941 1229 



8083 890 

9160 1023 

10794 1229 



9288 
10444 
11613 

10001 
11245 
12501 

10729 
12062 
13408 



951 
1084 
1222 

951 
1085 
1222 

951 
1085 
1222 



30.6i^ 6.87 
30,82 j 6,T» 
31.07, 6,tt0 



32.^4 6,03 
32.73 6,70 
32. i»)* 6,B0 



11472 951 
12895 1085 
14332 1222 



34,39 
34, 5« 
34,72 

36.26 
36.44 
36,62 

38,13 
38.80 
3S.4d 



6,54 
6,62 
6,70 

6.46 

6,M 
6.00 

6.38 
6.46 
6.62 



39,97 6,31 
40.15 6,38 
40.32 6.46 



|3 

I* 



Cm. 
28.80 


Cm. 
6.77 


28.93 


6.p^ 


29,1* 


€,M 



28 



30 



82 



34 



88 



40 



EXPLANATION. For explanation of the delivery symbols, etc. see paye 21. 

EXTRA WIDE PLANOES. Details of a series o( Broad Flange Beams with extra wide flanges will 
be found OD page 20. 

BRITISH UNITS. Fof dUQensJoos aod properties in British units, see pages 10 to 20. 



U 



V 



40 









WEIGHTS 








OF BROAD FLANGE BEAMS, GREY PROCESS. 






The wcichia tabutated mre the n«t c«lcurated weichis : for roirinB maccmt, i«e p«ce 268 




A- 

Int. 


DIE 8crl*i. 


OIL e«r««i. 


OIN Stfim%- 


OtR Series. 

Weight ol 

Pnl 




I In. 
I.Ij. 


1 
V>lKht of 1 

Pftl 
prr 
in. ion. Ton, 


U'cJuhl of 


Pert 


W«lKbl of 

¥rrX 




\ \n. I it. 10 n 


Tim 


1 m I ft lufi f"<» 


1 in Ut 
Lb. I.b 


ft 

10 « Tub. 




tb. 


1 

ToM.- 


i,b. i,b. 


MM. 


Kb. I.b. TonA. 




4 


•01 


11 -0 


-049 204 -f> 


1-2 14-2 -063 158-(i 


1-2 14-8 '066 IMS 


1-9 23-2 


'104 90-3 




6 


1-1 


13-2 


•059 170(1 


14 17-1 -076 131-3 


1 h nn -080 125-6 


2-3 27-9 


•124 80-4 




5i 


1-4 


16-4 


•073 130-7 


IH 21-1 094 106 -d 


I l> 23'^ IlM 96-3 


4-0 47 9 


-214 46 7 




6 


l,') 


17(J 


-078 127-1 


1-9 22-8 102 98-2 

1 1 


'2! 250 -ni 89-7 

1 


4-3 51 -;i 


22'.' 43 7 

} 1 
■250 10 




6i 


17 


20 (1 


•089 112-2 


1 1 
2-2 26-4 -118 84-9 


2i 30-8 -137 72-8 


4-7 56-1 




7 


2 1 


24 8 -in 90-4 


2-7 31-9 -142 70 2 


2 9 34-7 -155 64 r. 


'.3 63 


-281 35 5 




8 


2 5 


30 1 


•134 74-5 


3-2, 38-0 -170 589 


36 43 6 -195 51-3 


ij-0 71-7 


320 3) -2 




8) 


2 9 


34-5 


•154 64 9 


3-7 44-6 -199 50 2 


4-0 48 I -215 46-6 


6 6 78-9 


-352 28 4 

1 




9i 


3-1 


40-9 


•183 54 8 


4-3 52 -232 431 


49 58 7 -262 38 1 


7-7 92-3 


» 1 
412 24 3 




10 


3-7 


44-2 -197 50-7 


4-6 5.'>-7 -249 41).; 


.')1 61-2 -273 3t. 1. 


H >. 103-0 


-4G0 21 H 




101 


3 8 


4G-U 


-205 48-7 


50 59-5 -206 37-6 


5-3 63-7 -284 35 2 


•J 6 115-8 


•517 194 




11 


4 3 


SI -4 


•229 43 6 


5-6 67 8, -34)3 33 


6-3 75-7 


-338 29 6 

1 


11-2 134-8 


602 16 6 




12 


4y 


58-9 


■265 38-0 


«)-4 76 4 -341 29-3 


6 8 81-2 -363 27 


13-1 137-7 


-704 14 2 




121 


5-5 


65-8 -294 34- 1 


6-8 81-5 -364 27-5 


75 904 -403 24-8 


13-8 166-1 


742 1:1 .-> 




ui 


5-9 


70-7 -316 31-7 

1 


7 2 863 -385 260 


7 6 91-7 -410 24 4 


14 168-6 


■752 13 3 




14 


ti-3 


75-7 -338 29 fi 


7 6 91-4 408 24 5 


8 4 101 -451 22 2 


14-2 170-3 


-7601 13 2 




15 


6-7 


80-7 1 -360 27 8 


80 964 430 23-2 


85 102-5 -457 21-9 


14 4 172-7 


■771 , 13 




16 


71 


84 9 -379 26 4 


8 5 tOl 4 ^.kI 22 1 


9-2 lino -491 20 » 


r4 4 172 1 


■770 13 




17 


7-5 


90-4 -4(14 24 8 


8-9 1(H; -i 177 21 


9 3 111-8 -499 20-U 


14 6 175-3 


•782 12-8 




18 


8U 


%-3 -430 23 3 


94 1129 -504 198 


10 2 1222 546 18 3 

1 


14 6 175-2 


782 12 8 




10 


tt 5 


102) 


■456 21 9 


9 9 118 6 530 18 9 


1 
103 1242 -554 18-0 


T 

14-8 1780 


■704 12 6 

1 




20 


9 


IO8OI -482 20-7 


10 4 124 7 -557 18 


11-2 134 7 -601 16 6 


150 180 1 


-804 12 4 




22 


9 4 


1130' -504 19-8 


II-O 132 5 591 16-9 


116 138 9 •<I20 16-1 


15 5 185 ij 


'828 12 1 




24 


10-3 


1241 ' -554 181 


11-7 140-9 -629 15-9 


12-7 1524 -680 117 


159 iy<i : 


•H.'.l 117 




S« 


IU.7 


1 
127-8, -571 17-5 





13-1 1569 -700 14-3 


16-4 196 3^ rt76 || I 




^'8 


11-8 


141 


■ti30 15 9 


' > . ... ... 


142 )70-9 -763 ]3-l 


16 8 201 2 


«"« II 1 




30 


12 1 


145-0 


-«47 15 4 


- - - « •« t ■ ■> 


146 175-7 -784 12-8 


17-2 206 7 


■j^.j 10 8 




32 


133 


159-1 


-7)2 14 I 


... 


15 1804 805 124 


17-7 212 3 


948 10 6 




34 


14 5 


174-5 


-779 12 8 


-■• •<■ ' «■■ ««a 


lS-3 196-0 -875 11 > 


217 7 


-972 10-3 




36 


14 it 


178-9 


-799 )2-5 


- ^ r ■>* .., .,> 


16-8 2010 -897 tt 1 


1 .. 223 3 


997 10 




m 


!5 3 


183-4 


•8)9 }2-2 


- - - >-■ ■*- --1 


17 2 206-0 -920 10-9 


19-1 228 8 


102 9 8 




40 


15-7 


187-9 


-830 119 


■■■ ■■- II- 


176 2110 942 106 


19-5 234-3 

1 


1 04 9 6 





,ra 



Motf 



it 



CUftf*. 



Col W AIM I 



Colum.i 

tfotffl- 



Capi. 






I 



/■ 



c 



tlvoti. 




n 




■^"IV" •"*'"/' 1" '• '! 



28 






BROAD FLANGE BEAMS AS GIRDERS 



Table of Safe Loads and Denectjons 

Special Properties (S bear and combined stresses) „. 



Page 
30-37 

38-39 



Nou^- 



C'«ats- 






Coltjm:^ 
Notes. 



SiLEVS. . 

Pol Of. 



PRINTED ELSEWHERE 
Summary of beam sections, in order of capacity „, 

Formulae for Bending Moment, Shear, etc 

End connections and Separators for B,F, Beams ,., 



■■ ■ 



*>> 



42 



tt 



45-50 



Cleats, etc' 



N-B— For Safe Loads, etc., of R.S. Joists and Channels, see separate 
chapter, pages 171, ISl. 



29 




•oiu. 





— r~ 


B.F. BEAMS, 


GREY PROCESS: AS GIRDERS. 






6.1 




SAFE DrSTRIBUTED 


LOADS, WITH DEFLECTrONS : 8 TONS STRESS. 1 




BAFI 






For EMplanjbtJon. tee pifte 36 






,^^_ 


d X b 




- 

1 

a 


6l 

Be- 
ss 


1 


«fi. 




7 tt. 


B iU 


ilt. 


ion. 


IZfl 


■ 


Hfl. 


1 


* 
a 

if 

»4 




• 


31 £ 




. 1 d 

11 i 


• ■^ 


- 

2 


Hi 


JfiA. 


J 1 

1^ , Tbn» la-Tu., Ttmk 


ha. 


Toaft. lai. 1 


1 

TofU. Int. 


Toah las. 


Toa*- Ins 


1 


lu. 


te ltt> 




11 


d 


5 y 


34 U 


3 8 


•18 


3 2 


24 


2 8 -82 


2 5 40 


2 3 , -60 


19 


•72 




-' ; — 




14 2 


d 


6 3 


4G 1 


5 1 


■17 


4 4 -23 


3 8 ■SO 


3 4 1 -U 


3-1 


•47 


2 6 


••7 




<H ■>> 


4x4 


14-K a 


8 2 46-6 


5 2 
8 3 

5 7 


■17 
■Ifi 

•IS 


4-4 23 

71 , -21 


39 -30 


3-5 < -IB 

1 


3 1 


•47 


2 6 
4-1 

2 8 


•87 
•60 

■69 




■ — 11* 

:'j •« 
II -co 


'i'i 2 ^. 13-8 
13 2 a : 2 


74 6 
51 2 


4 2, -'I 


.S 5 -M 


5 '42 


4 9 


-20 


4 3 


■20 


3 8 


-33 


3-4 ' -41 




17 -i T '. 69 6 


7 7 


•U 


66 -19 


58 2S 


5 2 


■S$ 


4 6 -39 3 9 , 


•66 




n ■r 


6X6 


17-8 ,j I' K 69-6 

27 i* ,,r 16 :i| 111 


7-7 
12 


■14 
■IS 


66 Ifi 
11 IT 


58 25 
9 3 -23 


5-2 


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4 6 -tfl 


3 


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SI 




J J -77 
3-3 -70 


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7-4 


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71 


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5 


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7 9 


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6 9 


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234, a* 


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12 
9 7 


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10 -18 

21 n 

1 

8 3 IIS 


8ft 21 

19 10 

73 21 


7-8 


-27 


7 
15 

5 8 


■33 


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*• 




3-0 1 -Si 
11 H 

41 -U 


47 a ■" 32 6 1 224 


17 -23 

6 5 27 


■2fi 

■53 


1 12 


Al 


17 6 «• 


9 9 


87 2 


..« 


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22 * 1 


U 


120 


■ « * 


>•• ••■ 


«•• ■• • 


89 -25 


SO 


-SI 1 6^7 


•46 




i'T -Bi 


• X 6 


51 3 ar 134-5 
, 2(M> 'I 11 3 


123 
258 


14 
29 1 


11 

•lu 


12 IS 
25 13 


10 -2" 
22 17 


9 1 -26 


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17 


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1 « 8 


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12 .« 


19 


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103 
147 


11 

V ■ ■ 


11 




8 6 -20 


7 6 '25 


6 9 
9 8 


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42 


fl^y 61 


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17 L 11. 1 


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13 IB 


12 -24 


11 


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1 


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25 14 


22 -21 


20 


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1 

24 h «• 


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148 




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42 


34 

1 




1*^-^ 



■ " 






B.F. BEAMS, GREY PROCESS: AS GfRDERS. 


■ 


1 




SAFE DISTRIBUTED LOADS, WITH DEFLECTIONS : 8 TONS STRESS. 


m 


J 


14 ft. 


16 ft. 


18 ft. 


20 ft. 


23 ft. 


24 rt. 26 ft. 


28 ft. 


30 ft. 




n 1 


^1 




33 |1 


^J 1 


n 




. 1 

3j 


- 

a 

5 


1 


a 

a 




35 


I 

a 


Tods, ; Ins, 


Ton*. 


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Tons. Ins. 


Tons. ' Ins. 


Tons- Ins. 


Tods. Ins. 


Tons. Ins. 


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a 

Ins. 


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25 -72 













Notes. 



Cfeati* 
Ac. 



Coluniu 

Loads. 



Column 
Hotefa 



Caps. 
VacoE. 



Polos. ; 
Piles, ! 




ItlvoCt, 

BOlUa 





Vat ft. 
teolvi., 



31 






B.F, BEAMS, GREY PROCESS; AS GIRDERS. 

SAFE DISTRIBUTED LOADS, WITH DEFLECTIONS : 8 TONS STRESS. 



For Enplanation. see pase 36. 



Nominal 
Siie. 



d X b 



-S5 
■35 Cu 






Id». 



10 xlO 



lOlxlOi 



11 xll 



ISi X 12 



131 X IS 



14 >12 



15 ^\2 



Ifl xl2 



a 






-St; 

J -a 



12 rt. 



S5 






14 ft. 



."X 



sj 1 



lefi. 



I 






Lb. 
44-2 
55 6 
61-1 

103 



a" 
a 
a" 
ar 



1 
51-4 


67-7 


75-7 '< 


, 135 


1 

58 9 



12 xl2 HI :£ 
158 



65 8 

81-4 

9<)-3 

166 

70 7 

91 d 

168 



46 0' a 

59 5 a 

63-6 a 

116 ar 



a 
a 



ar 



76 4' a 



ar 

a 
a 
a 
ar 

a 
a 
d 
or 



75-7 a 

91 3 a 

10! I d< 

170 

80 6 
96 3 

102 

172 

84 9 a 
101 a 

no a 

172 ar 



Tons. 
23-3 
22-8 
33-8 
61-3 

24-3 

24-6 
35-2 

71-7 

26-9 
27-3 
41-4 
81 1 



Id Tas, 
374 
497 
519 
880 

407 
553 

566 
1032 

468 
679 

722 
1296 



TonSi Ins. lost. las. Tons. Ivi- 



21 

- - • 

29 
49 

23 

■ - * 

31 
57 



40 
72 



a* 31 -0 60G 



31 2 824 
44-4 840 
96 3 



35 

35 
.'>1 



8 
3 

■4 



102 

40 6 

39 6 

54 6 

108 



44-9' 912 
44 2 1160 
62 3 1224 
2080 



1032 

1280 
1312 

2224 

1136 
1408 
1480 
2328 



1 or 


112 


' b 


50-2 


b 


491 


b 


65-8 


*r 


118 




1 



52-6 
54-2 

69 3 
117 



•J8 

■ > • 

■27 
■26 

■27 

» - 4 

-26 
-23 



1648 


92 


' 715 ... 


928 ... 


984 ... 


1832 102 


816 ... 


1040 ... 


1064 ... 


1976 





4 >i 

4 • 



• •• 
■ « ■ 






18 

• « ■ 

25 
42 

19 

27 
49 



38 

■ V I 

37 
34 

37 

35 
32 



16 
21 
22 

37 

17 
23 
24 
43 



I * 


23 


-34 


20 1 


, . 


A ■ ■ 


« > p 


■ • 1 


24 


34 


-33 


30 


22 


62 


-30 


54 , 


y « 


29 


■32 


25 



... I 40 

-20 78 

... 34 

• «4 1 « •• 

... 47 

■1» 87 

... 39 



51 
94 



31 

27 



35 

69 



■30 . 30 

•29' 41 

•2« 76 

-28 34 

' ' « < - • 

■27 44 



S« 



82 



43 -2« 38 



58 

99 



2«' 51 
23 > 87 



49 -28 43 



A) 
48 
48 
44 

48 

46 
48 
4S 

45 

■ • • 

43 

-41 

■40 

■36 

■39 

•38 
-34 

-38 

• ■ « 

■36 
-32 

■36 

• *• 

-» 

-31 

-32 



18 ft. 



I 



... 

62 


• •■ 


• V* 


» ■ * 


47 


24 


55 


■32 


49 


106 


■22 


93 


39 


82 


■ 4* 


■ ■* 


47 


•31 


42 


■ 4« 


**« 


• «• 


• •• 


52 


*■• 


■ •4 


«2 


■10 


55 


111 


•21 


B7 


-28 


S6 



14 
18 
19 
33 

15 
21 
21 
38 

18 

25 
27 
46 

22 
31 
31 
61 

26 
34 
36 

68 

30 
09 
39 
73 

34 
43 

45 
77 

38 



a 



soft. 



31 



^ 

% 

a 



*22 ft. 



f 



Tons. Ins. 



■64 
■61 
■61 
•66 

■61 
-68 
•68 
■63 

■67 
■64 
-64 
•49 

■62 

61 

•61 

■46 

■49 
•47 
•47 
•4S 

-4S 
•46 
•4S 

•40 

■44 
-42 
-42 
-30 

-41 
■40 
-40 
■37 

■» 



Tons. Ins. 



12 
17 
17 

7? 



14 



18 
19 
34 

16 
23 
24 
43 

20 
28 
28 
55 

24 
31 
33 
61 

27 
35 
35 
66 

30 
39 
41 
69 

34 
43 
44 

74 



47 
4« 
7« 



79 
75 
76 



ID 



Tons. 
U 
15 
16 
27 



76 



72 

72 
66 

?<l 
67 
67 
61 

66 
63 
63 

66 

■61 

■6« 
'6» 
'63 

■87 

■66 

66 

■60 

-64 
-62 
-62 
•46 

-61 
■49 
■49 
•46 

■48 

•47 
•47 
•44 



12 
17 
17 



15 



21 
22 
39 

18 

25 
25 
50 

22 
28 
30 
56 

25 
32 
32 
60 

28 
35 
37 
63 

31 

39 
40 
67 

34 
48 
45 
71 



a 



lat. 

'96 

-01 

■01 

■83 

•SI 
•87 
■87 



79 



86 



•61 
•81 

•73 

•76 
•76 

■76 
■68 

■74 
•71 
•71 
■64 

•69 
•87 
■67 
•60 

•es 

•63 

-61 
•68 

•61 
-60 
•60 
-66 

•68 
-67 
•67 
■63 



B.F. 

SAfEO 




!l 


I'O 


19 


■!T 


M 


■BT 


E 


■« 


!7 


M 


21 


-» 


» 


'M 


« 


■U 



13 
1" 
IS 
33 

16 
21 
21 



lu. 

95 

•SI 

'83 

-91 
■87 

■87 

■■9 

•gfi 

'81 
-31 
•13 

'71 
•76 
•16 
•68 

•7* 
•11 
■ II 
• U 



.61 

•.t1 
•SO 

•68 

.61 
■ 68 
.68 

.61 

'60 
.60 
■6G 

.69 
.81 
.61 
■fiS 



BT. BEAMS, GREY PROCESS; 


AS GIRDERS. 


-1- 




SAFE DISTRIBUTED LOADS, WITH DEFLECTIONS: 8 TONS STRESS, 


1 




— Continued, 






— 


*— 




2* tt. 


sea. 


£8 ft. 


90 ft 


32 ft. 


son. 


40 ft. 


H ft. 


48 ru 


52 


ft. 


33 




i^-S ^"^ 




HTJ ' ■° 


Q 


.^ i 


ifO 


• 


1 


^i -' 


v'6 


a 

* 


•s-o d 




Jo' ^ 


^1 1 


n 1 




3J S 


3S 




M 1 


^! 




n 1 


S3 s 


■A^ 




tons In5. 


Tons. Ins. 


Toas. Ids. 


Tons. 


Ins. 


Tons. 


Ins. 


Tons. 


las. 


Tods. Ins. 


Tods J Ins. 


Tons. Ins. 

1 


Tods. Ins- 


iDd. 




10 


11 


9-6 1^3 


8-9 1-5 


■ « • 


• ■« 


k * • 


« •« 


« * p 


- > • 






• ■ * 


pp. 


PI. ■ ■ 4 


P4 . 






14 


1-1 


13 


13 


12 


1-6 


* « « 


■ * ■ 


..- 1 -p. 


■ * 1 


> p « 


» 4 4 




■ > • 


■ * • 


■ ■ p 


* . I 










14 


1-1 


13 


1-3 


12 


1-S 


> k ■ 




■ 1 « ' 1 ■ 


■ > A 1 * • • 


* * A 




* * • 


p ' I 


■ ■ p 


■ ' 4 






10 




21 


■99 


23 


1-2 


21 


1-3 


> *« 


■ ■ • 


• '■ 


■ A • 


■ k ■ 


• *• 


w r * 




• « • 


■ ■ I 


P ■ 1 


• p p 










It 


i-1 


10 


13 


9-7 


1-S 


g^o 


18 


« * ■ 


■ •■ 


I t V P «l 


■ I ■ 




■ 1 • ■ ■ * 


■ < k 


* P P 










15 1 1-0 


14 


1-2 


13 


1-4 


12 


1-6 


"4 


« A ■ 


I ■ k 


* -> 


* ■ P 




1., \ ... 


* ■ p 


« * > 










16 1-0 


14 1-2 


13 


1-4 


13 


16 


' • • 


• * ■ 


■ r A ■ ' 1 


■ I « 







' . > 


• ■ P 






lOi 




29 


94 


26 


11 


25 


1-3 


23 


1-5 


22 , 1-7 


I r « 


« V ■ 


- ■ ■ 




* . ■ 


p ■ I 


> 4 I 


PP. 










14 


1-0 


13 


1-2 


12 


14 


11 


1-6 


10 17 


■ ■ « 


* - > 


- ■■ 






■ * ■ 


< . P ■ ' P 










19 -97 


17 


1-1 


16 


1-3 


15 


1^6 


14 


It 


• > • 


> * • 


P ■ ■ 




■ . V ■ ■ - 


P . I 


• P P 










20 -97 


18 

33 

16 


J-1 
10 

1-t 


17 
31 

14 


13 
IZ 

1-3 


16 
29 

13 


l^S 

1^4 

IB 


15 

27 


1-7 


24 
11 


I ■ V 

2-0 
21 


a ■ « ■ • * 


■ •« p ' ■ 


P 4 ■ 


P > t 
• . P 

■ . k 




• •p 


11 




3*i -ST 


• IP 

• ■ ■ 


* - • 

1 > V 


• « • 


• p p 
« 1 1 




17 


•93 


13 1-7 




23 1 -90 


21 


11 


20 


1-2 


18 


14 


17 1-6 


15 


20 


* ' ■ 


• -> 


■ ■ • 


■ ■ p 


■ ■ P 


- . > 


f ' P P < P 






23 -90 


21 !-l 


20 


1-2 


19 
37 

16 


1-4 
13 

1-4 


17 i 16 
34 1-4 


16 


20 


27 

12 


... 

2-2 
2-4 


P • ■ 


• p • 
p . • 


p p i 

P >• 

p t • 


• • P 


■'■ 1 •'■ 


12 




46 
20 


•80 
■88 


42 -94 


39 11 


31 1-8 
13 ' 20 




• - p 

• ■ p 




18 1 10 


17 


1-2 


16 


1-6 




26 


-84 


24 


-99 


22 


M 


21 


1-3 


19 1^6 


17 


1-9 


15 


2-a 


■ 1- 


'it 


V I . ■ ' i 




!■ ■ 






27 


84 


25 ' -99 


23 


11 


22 
41 

18 


1-3 
1-2 

13 


20 1 1-6 
38 1-3 

17 1-5 


18 ' 1-9 


16 
31 

14 


2-3 
21 

2 3 


28 

12 


p . « 

2-5 

2-7 


. > p 
p . p 

P . p 


■ P» 
> • P 




■ ■ ■ 
*P • 

■ ■ p 


12i 




51 -76 


47 , "89 


44 10 


34 

15 


1'7 
1-8 




23 


■82 


21 


-96 


19 


11 




29 -79 


27 


■93 


25 11 


23 


12 


22 : 1-4 


19 ' 1-8 


17 


2-2 


16 


2-7 


p - ■ 


* 4 ■ 




P * B 






30 -79 


27 -93 


25 l-I 


24 


1-2 


22 1 1-4 


20 1-8 
37 1-6 

17 , 11 


18 
33 

15 


2-2 
20 

2-2 


16 2-7 


1 
p - . 1 • ■ ■ 


. 


P • • 

P P P 

• P • 


131 




55 
25 


•72 
•78 


51 
23 


-64 
■91 


47 , -ytt 


44 11 


41 


1-3 
1-4 


30 
14 


2-4 
2-6 


27 

* . - 


2-9 




22 


11 


20 


(■2 


19 




32 


■7fi 


30 


■86 


28 


10 


26 


12 


24 


13 


21 ! 11 


19 


21 


18 


2-5 







«• • 






34 
58 


•7a 

■60 


31 
53 


■88 

-81 


29 

50 


1-0 

■94 


27 


1-2 


25 
43 


1-3 
1-2 


23 17 


20 
35 


21 
19 


19 . 2-6 


■ . p 

29 


2-S 


27 


P P ■ 

32 


14 




46 1 1-1 

1 


39 


1-e 


32 


2-3 




29 


•73 


26 


■86 


25 


■99 


23 M 


21 


13 


19 


1-6 


17 


20 


16 


2^4 


14 j 2'9 


■ * ■ 


■ p • 






36 


-71 


33 


83 


30 


•97 


28 1 11 


27 


1-3 


24 


1-e 


21 


2-0 


19 2-4 


18 


2-8 


• f p 


*p p 






36 


■71 


34 


■83 


31 


•97 


29 


LI 


27 


13 


24 


1-6 


22 


20 


20 1 2-4 


18 


2-8 


- . * 1 Bp P 


IS 




62 


-68 


57 


■77 


53 


■89 


49 


10 


46 


12 


41 


1-6 


37 


18 


34 2-2 


31 


2-6 


29 


31 






32 


■70 


29 


•82 


27 


■95 


25 


11 


24 


12 


21 


1-6 


19 


1-9 


17 ;-3 


16 


2-8 


15 


3-3 






39 ! -68 


36 -79 


34 


.92 


31 


11 


29 1-2 


26 


1-5 


23 1-9 


21 2-3 


20 


2'7 


18 


3-2 






41 -68 


38 1-79 


35 
55 


■92 
•86 


33 

52 


M 
'99 


31 ! 1-2 


27 


1>5 


25 ' 1-9 
39 1-8 


22 23 
35 2-1 


21 


2'7 


19 
30 


3-2 
3-0 


16 




65 


■63 


60 


■74 


4S 11 


43 14 


32 2 5 




' 






MoUSp 



Cleaf«. 



Mm 



Colunia ( 



Column 
Not». 



Caps, 
Fi;es4 




Mvcti. 

toUfp 



Wrltf:iif, 





Codt. 



as 



1 *- ■ '' 



T" 




B.F. BEAMS, GREY PROCESS: AS GIRDERS. 






I 


SAFE DISTRIBUTED LOADS, WITH DEFLECTIONS: B TONS STRESS. 




a^^HM 




For Exolan^lion. see pae« 36. 






Nominal 

SJK. 


w*r 


t 

V 

> 


E"8 

3 -^ 


o8 

v4 


left. 


18 ft. 


20 ft. 


22 ». 


24 ft. 


26 ft. 




1^ 






t . 

^5 ; s 


1 


J 

S3 1 


1 . 


^1 ^ 


n 


8 

1 




d X b 


3S 


(J 




Ins. 


Lb. 




Tods. 


la-Tus. 


Totis. Ins. 


Tons. Iris, 


Tons. Ins. 


Tons. 


las. 


T-ooa. Ins. 


Tons. 


Ins. 






90-4 


b 


58-7 


1288 


54 


■29 


48 -37 


43 -45 


39 


•66 


36 1 '05 


33 


•77 






107 


b 


60-2 


1568 


■ • • 


■ •« 


58 -36 


52 -44 


48 


•63 


44 


•64 


40 


■75 




17x12 


112 


b 


73-6 


1600 


67 ' -SS 


59 -36 


53 -44 


48 


-63 


44 


•04 


41 


■75 






175 


br 


124 


2504 


104 : 28 


93 -34 


83 '41 

J 


76 


•60 


70 


•eu 


64 


■70 






96-3 


a 


64 7 


1432 


60 


'27 


53 -36 


48 


■43 


43 


•62 


40 


-62 


37 


■73 

1 






113 


a 


66-5 


1744 


• ■ • ■ • • 


65 34 


58 -42 


53 


-60 


48 


•00 


45 


-7U 




18x12 


122 


a 


83 6 


1824 


76 -27 


68 ' -34 


61 -42 


55 


■60 


51 


■00 


47 


■70 






175 


ar 


124 


2640 


UU -25 


98 


■32 


as 


-iO 


80 


■48 


73 ■67 


68 


■67 






102 


C 


71-7 


1600 


1 
67 -26 


1 
59 33 


S3 


■40 


48 


■«9 


44 -68 


41 


-68 






119 


C 


73 3 


1 92M 


' ■ ■ • A « 


71 -32 


64 1 -39 


58 


■47 


53 67 


49 


•67 




19 > 12 


124 


c 


88-3 


1952 


80 i -20 


72 82 


65 


•39 


59 


■47 


54 


■67 


50 


"67 






178 


cr 


130 


261(j 


117 24 


104 -30 


94 ' SS 


85 


•44 


78 


•M 


72 


-64 






108 


a 


78 3 


1768 


74 -26 


65 -31 


59 ' -38 


54 


•47 


49 


■66 


45 


•65 






125 


a 


80 3 


2112 


■ -• *• • 


78 -30 


70 


-38 


64 


■45 


59 


■64 


54 


•63 




20x12 


135 


a 


99 2 


2208 


92 24 


82 -30 


74 


-38 


67 


•4S 


61 


■64 


57 


•63 






180 


af 


136 


2908 


124 


-23 


110 -29 


99 


•30 


90 


■«4 


82 


•62 


76 


-61 






113 


c 


86 5 


2024 


84 


■22 


75 ' -28 


67 


-35 


61 


•42 


56 


•60 


52 


-Gtt 






132 


c 


9t 8 


2448 


>■ ■ 1 P »• 


'.n -28 


82 -34 


74 


•41 


68 ^40 


63 


■5» 




22x12 


1 .'l'.» 


c 


loy 


2488 


104 -22 


92 28 


63 -34 


75 


•41 


69 ! -49 


64 


'68 






166 


cr 


14» 


3344 


139 


'21 


124 27 


111 '33 


101 


•40 


93 


■47 


86 


•fi(i 






124 


h 


102 


2392 


100 -20 


89 -26 


80 32 


72 


•SO 


66 


-46 


61 


-54 






141 





104 


2816 


■■• 1 ■ • • 


104 


•29 


04 


■31 


85 


•38 


78 


•46 


72 


-63 




24x12 


152 


b 


127 


2944 


123 -20 


109 -26 


98 


■31 


89 -39 


82 ' -46 


75 


-63 






191 


Or 


161 


3C96 


154 19 


137 25 

1 


123 -30 


112 ' -37 


1U3 -44 


95 


'61 






128 


b 


110 


2648 


MO -10 


98 -24 


88 -29 


80 


•M 


74 


•42 


68 


'60 




26 ^l^ 


157 


b 137 


3251) 


130 -18 


121 23 


109 ■?9 


99 ■SS 


90 -42 


83 


-49 






l«fi 


bt 


174 


4088 


170 IB 


151 -23 


136 -28 


124 -34 


114 


•41 


105 


-48 






141 


b 


128 


3104 


*■ • • ■ • 


115 -22 


1 
103 -27 


94 


•33 


8G 


■30 


80 


•46 




28 X 12 


171 


b 


157 


3768 


157 -n 


140 


■2S 


126 


•27 


114 


•» 


105 


•39 


97 


-45 






201 


br 


186 


4448 


185 17 


165 1 -21 


148 


■26 


135 


•S3 


124 


•36 


114 


'44 






145 


b 


137 


3302 


•■ • » ■ • 


126 21 


113 26 


103 ' -31 


04 


-»? 


87 


•43 




SOxU 


176 


b 


lAK 


4120 


■ ' * ■ * • 


153 20 


137 ja 


125 -au 


114 ■!« 


106 


*43 






207 


br 


109 


4856 


• •* * - V 

1 


180 


■20 


162 , -23 


147 -30 


135 


-u 


125 


-42 






159 


b 


157 


3944 


> ■ * * ■ • 


140 


■19 


131 -*4 120 -29 


110 


-u 


101 


•40 




S2xl2 


180 


b 


179 


4472 


*•■ ■ * * 


166 19 


149 23 ' 136 -28 


124 


'U 


lis 


-40 






212 


br 


212 


5272 


• « ■ ■ « • 


195 1 -19 


176 -23 


160 •28 


146 


-SJ 


135 


■39 




1 





B.F 

SAFE I 



an. 



ill 



31 'SB 



M '86 

fO '81 

34 -a 

n ■•it 



46 ■;■ 
12 ■:& 
71 -n 

*i -68 

M 1- 

M 47 
10 -44 

fi .(1 

70.81 



4 

6. 

3! 
4 
4! 
6i 

41 

5^ 
5; 

7^ 

53 
63 
65 
83 



tin 

rj.jT 
« (S 

'4 .J) 



59 

72 
91 



a 



H 





n 

•is 

■:s 

•70 

■:j 
■:« 

■Trt 
■67 

-68 

■e: 

■67 
H 

•65 

■ 63 

■iz 

•61 

■it 

■ii 

■ 5S 

■ Sfi 



-49 

! ■IS 



■*6 

■n 

■a 

■a 
■a 

'iO 

■iO 
■ 39 



BT. BEAMS, GREY PROCESS: AS GIRDERS. i 


SAFE DISTRIBUTED LOADS, WITH DEFLECTIONS: 8 TONS STRESS. 1 


— Continued. | 


28 ft. 


30 ft, 


32 ft. 


36 ft. 


40 ft. 


44 ft. 


48 ft. 


52 ft. 


56 ft. 


60 ft. 


G4 ft. 


■g • 


1 

3^^ 


■ 

a 


v-d 




a^ i 


1 , 


^■^ ^ 




"' i 


f 




*-0 -^ 


1 




31 


«3 

Q 


SS 


5 


n^t 


"3| Q 


«3 Q 


35 1 


«3i c 


«5 a 


«5 £ 


^8' ? 
«5 a 


m 




Tu. ! Ids, 


Tns. Ins. 


Tiis. Irs. 


Tns.' Ins. 


Tqs.' Ins. 


Tns. ; lus. 


Tns. Ins. 


Tns. Ids. 


Tub- Ills. 


Tns. InS' 


Tns Ins. 


Ins. 


31! 


■B9 


29 iU 


27|l 2 


24 1-6 


21 


1-8 


2U 


2-2 


18 '2-6 


17 31 


- 4 i 


■ ■ • 


■ > 4 1 > ■ 


« ■ ■ t ■ < 




37; 


'86 


35 ^99 


33 1-1 


29 1-4 


26 


1-8 


24 


2^1 


22 12-5 


20 3-U 


« 1 ■ 


I r • 


I I 1 ■ . I 


p ' I 


■ . * 




38 i 

60 

34 


.g6 
'&4 


36 -99 
56 -93 

i 

32 -97 


33 11 
52 1-1 

30 1 - 1 


30 1^4 


27 

42 

24 


18 
1-7 

1-7 


24 2 1 


22 2'6 


21 

32 


30 

2-8 


■ ■ ■ 
« 1 • 


■ ■ • 
II* 


■■ • • ■ 1 » 

■ ■ • 1 I « 

16 3-9 


• 1 1 

• > I 


» ' 1 


17 


4tJ 13 


38 
22 


30 
2 1 


35 


2-4 


21 14 


20 2-5 


18 2-9 


17 3-4 


t • 1 « ' 1 


42 


■82 


39, -94 


36 11 


32 


1-4 


29 


l-l 


26 


2-0 


24 2'4 


22 2-8 


21 3-3 


19 3-h 


... • ■ » 




43 
63 


•82 
•78 


41 -W 


38 1-1 
55 1-0 


34 1-4 


30 
44 


1-7 
1-6 


28 


2-0 


25 2-4 


23 2-8 

34 2 7 

1 


22 3-3 
31 3-1 


20 3-8 
29 3-8 


> - 1 ■ ■ - 

27 41 


18 


59 


89 


49 1-3 

f 


40 , 1-9 


37 


2-3 


38' 


'79 


36 1 91 


33 1-0 


1 

30 1'3 


27 


1-6 


24 20 


22 2-3 


21 2' 7 


19 3-2 


18 3fi 


17 41 




46' 


■77 


43 ^89 


40; I'O 


36 1'3 


32 1-6 


29 ID 


27 


2'3 


25 2 7 


23 3-1 


21 3-6 


211 4 




46 


'77 


43 ■&» 


41 1-0 


36 1-3 


33 1-6 


30 1-9 


27 ,2' 3 


25 2-7 


23 '3-1 


22 3-6 


211 4-0 


19 


67 


"74 


63 -85 


59 -W 


52 


1-2 


47 1-6 


43 IB 


39 


2-2 


36 2-5 


34 


2-ti 


31 


3-4 


29 


38 




42' 


■75 


39' -87 


37 •»» 


33 1-2 


29 


1-5 


27 


1'9 


25 


2-2 


23 2-6 


21 


3 


20 


3-5 


18 


3-9 




50 


-74 


47 1 -84 


44 -96 


39 1 1 ■ 2 


35 


1-5 


32 


1'8 


29 2-2 


27 2'5 


25 2 9 


23 34 


22 3-8 




53 


■74 


49 -84 


46 -96 


41 12 


37 1-6 


33 


1-8 


31 2-2 


28 2-5 


2G 2-9 


25 3 4 


23 


3-8 


20 


71 1 
48 


•71 
-08 


66; -81 


62 ■ 91' 
42 -89 


55 !l-2 


49 1-5 


45 18 
31 1-7 


41 2 1 
28 20 


38 2 5 

26 24 


35 2-8 


33 3 3 

22 31 


31 3-7 




43 


■78 


37 


1-1 


34 


1-4 


24 


2-7 


21 


3-6 


58 


■87 


54 -76 


51 -87 


45 


1-1 


41 1 1-4 


37 1-7 


34 20 


31 23 


29 2-7 


27 3-1 


25 i3-4 




59 
80 


■67 
*64 


55, -76 
74 ^74 

1 


52 -87 
70 -81 


46 
62 


M 
M 


41 1-4 


38 1-7 


35 20 
4ti 1-0 


32 , 2 ■ 3 
43 2-2 


30 2-7 
40 2-6 


28 31 
37 30 


26 
35 


3-4 
3-4 


22 


56 


1-3 


51 1 li 


57 


-63 


53 '72 


50' -82 


44 


10 


40 


1-3 


36 \t 


33 1-8 


31 


2'2 


28 2 5 


27 ;2-B 


25 3-3 




67' 


•61 


63 -70 


59 '80 


52 


1-0 


47 


1-3 


43 1-6 


39 ; 1-8 


36 2-1 


34 ,2-B 


31 2-8 


29 3-2 




70 


•61 


65. ■TO 


61 1 '60 


54 


1-0 


49 


13 


45 


1-6 


41 


I'S 


38 2-1 


35 2-0 


33 2-8 


31 3-2 


24 


88 
63 


•60 
>68 


82 
59 


-69 
■66 


77 
55 


-78 
-7fi 


68 
49 


-99 
■96 


62 
44 


1-2 
1-2 


56 


1-6 


51 1-8 


47 21 

34 2 


44 2-4 


41 2-7 
29 '2-8 


38 3^1 




40 1-4 


37 1-7 


32 


2-3 


28 


3-0 


78 
97 


'67 
-65 


72 i -ftS 


68 -74 

85 -72 


60 ' 93 

1 


54 
68 


1-2 

M 


49 14 

62 1-4 


45 1-7 

57 i I ■ 6 


42 19 


39 2-3 
49 i2 2 


36 2-6 


34 3-0 


26 


91 


-63 


76 


■91 


52 1-9 


45 


2-6 


43 


20 


74 


-63 


69 


-61 


65 ■TO 


57 


•88 


52 


1-1 


47 1 ■ 3 


43 


I-C 


40 


18 


37 


2 1 


34 2'5 


32 


2-8 




90 i 


■53 


84 i -60 


78 ! -09 


70 


-87 


63 


M 


57 ! 1^3 


52 1 1-6 


48 18 


45 |2 1 


42 ,2-4 


39 


2-7 


28 


106 
81 


■62 
'60 


99 
75 


■69 

■67 


93 
71 


■67 
-05 


82 ' -86 


74 ' 11 
57 |lO 


67 IZ 
51 1-2 


62 
47 


IS 
1-5 


57 1-6 
43 1-7 


53 2 1 


49 '2-4 
38 '2-3 


46 27 

1 




63 


■82 


40 20 


35 


2-6 


98 
116 


-49 
-46 


92 
108 


■56 
-56 


86 -64 
101 -63 


76 ' -81 


69 1 1-0 


62 1 P2 

74 1-2 


57 
67 


1-4 
1-4 


53 1-7 


49 20 
58 ! 1 ■ 9 


46 2-3 


43 2-6 


30 


90 


•80 


81 


■98 


62 


17 


54 2-2 

1 


51 


2-6 


94 


-46 


1 
88 -53 


82 


'61 


73 


-77 


66 


-9G 


60 


11 


55 


1-4 


5: : 1'6 


47 ; 1-9 


i 

44 2-1 


41 24 




106 


-46 


99 '53 


93 -60 


83 


■76 


75 ! -94 


68 ! 1 1 


62 ! 1-4 


57 ' 16 


53 1-8 


50 21 


47 2-4 


32 


126 


•A& 


117 -52 

1 


110 


■69 


98 


•76 


88 ■ 92 


80 1 1 ' I 


73 


i-3 


68 ' 1-6 


63 1-8 


59 2 1 


55 24 







Notes. 



Cleats. 



Coluniji 



Cclurnn 
Notes. 






■; 



files. 




Boles. 






i 



WcldlOi 



36 




,■»'»*. 








B.F. BEAMS, GREY PROCESS: AS GIRDERS. 

SAFE DISTRIBUTED LOADS, WITH DEFLECTIONS: 8 TONS STRESS. 



SkUe 



d X b 



II 
^1. 







S« 



18 ft 



%\ 



20 ft. 



li f 



2! It. 



Si S 



2ift. 



all 



tflft. 



31 S 



S4ft. 



si 



laa. 
34 - 12 



36 A 12 



^ 




174 


c 


196 


c 


218 


cr 


179 


c 


201 


c 


223 


Cf 



as- IS 



40x12 



U3 
229 

US 
IW 
234 



c 
cr 

b 
b 

br 



Tons. 


lB-Ta>. 


177 


4536 


201 


M)96 


224 


S656 


188 


4880 


213 


5488 


237 


6U88 


199 


5240 


224 


!>IUiH 


250 


eszs 


210 


&600 


233 


6296 


264 


6084 



Too*. 
168 
189 
20S 

181 

203 
226 

194 
218 
242 

207 
233 
2b9 



lu. 
■U 
•l« 
■1» 

•17 

•17 
•17 

le 
•le 
■le 

■IS 
■IB 

ift 



To«*- 
151 
170 

i»e 

163 
1&3 
303 

175 
196 
218 

187 
210 
233 



lu 


Tgos. 


IBI. 




137 


»7 


U 


154 


•27 


■n 


171 


24 


-ti 


148 


-Sft 


-SI 


16« 


•SA 


-SI 


184 


36 


•so 


159 


U 


■M 


178 


■S4 


SO 


198 


24 


■19 


170 


-33 


■10 


191 


-33 


1» 


312 


'S3 



Tom. Iiu. 

126 92 

142 -12 

l!i7 -SS 



136 
152 
169 

146 
164 
181 

156 
175 
194 



SO 

30 

30 

2B 

zn 

27 
27 
«? 



Tou. 

lie 

131 
145 

125 
141 
156 

134 
151 

167 

144 
161 

179 



Ida 
■U 

■S7 
37 



» 
SS 

31 



Tom. 
108 
121 
135 



S6 


118 


24 


131 


3« 


145 


14 


12& 


3S 


140 


sa 


155 



133 
150 
166 



lu. 

■44 

-41 

43 

-41 

■41 
40 

■» 
■3f 
-» 

IT 
37 
16 



1. SAFE LOADS. 

The labulited safe loads we bued od a working itr«u ol 8 totu per iqu4re inch. They 
include U.c weight ol the beam and are calculated by the usual (ormula lor a uni/ormlyr 
diBtnbutrd load on » betm Iredy lupported at both ends, which here re«>lv«» itaelf into — 
Sale load lo lou X ^u in leel (centre to centre of beAnngs) - 5| >: section modulus. 

2. MAXIMUM DISTRIBUTED LOADS. 

TbsM ec|ual 8 x depth (d) x w«b tliKkness {tj and correspotid to a maximum abear 
streaa ol 4^ tons per square loch. apprax. 

3. MOMENT or RESISTANCE. 
The tabulated figvrea •- 8 X Z . 

4. DEFLECTIONS. 

The tftbaUtod dtaacUoni arc calcoUted by the usual lormula. m. .-^-D«A«ctiao lo 
«.:."' ^ 1 ? ■ '"J!*^'' " " '*^** •** K'^**"- ' - ■?» of girder. lK,th in inchM. and 
Z3^M * '"'**^ *°" P^ •^"*" ''"'*'^- D«»«t*« to the right of the lig-zag line 

MCMd l/32Mbo« the span, the limit aUow«J by I) SS. 449. If the Ubulai load it dacnaami 
thm omm M am will be rvdocMl id the aarae proportioa. 



6. CONCENTRATED LOADS. 

For tbeae. calculate tiM Umximxim Deodm| Moment r inch tons) and 
a< KMHtaaMS " coil 



(rora the 



B.F. 

iAFEO 



Hit 






Ji 


IM In. 


T«n 


m -iu 


H 


113 JO 


m 


IX it 


Hi 


m -c. 


102 


123 -11 


in 



a'. *: 

IK -IS 
111 u 
lis. -14 

IW -it 
IK) -J! 
U^ it 



:21 



123 

m 
II" 

131 
Hi 



•■ WEli 

' ■■' tp to 
<») Abcrt-, 

Tht« 
«t«nikii 

'■ INTE 



I. 



DELI' 



I 



*>Mci 



•lb. 



&0, 



-ttr':r* 



B.F. BEAMS, GREY PROCESS! AS GIRDERS. 

SAFE OISTRJBUTEO LOADS, WITH DEFLECTIONS: 8 TONS STRESS 

>ontinued. 




30 ft 



A 



Q 



32 ft. 



It s 



3flfL 



n 



Q 



4011. 



35 



a 



44 ft. 



3J 






4dn. 



^3 



d 

Q 



5Sft. 






56 n. 






d 
a 

Q 



60 U. 



II 



13 
P 



64 ft. 






E3 

? 

a 



Tons 
101 

113 

126 

108 

122' 

135 



las. 
■5U 
■50 
■49 

■47 

■47 
■47 



116 -45 
131 I -44 
145 -44 

124 -42 
140 -42 
155 -42 



Tons. 
94 
106 
118 

102 
114 
127 



Ins. 
-57 
•56 
•56 

-54 
-.13 
■33 



109 -51 
123 -51 
136 -50 



117 
131 
145 



48 
48 
48 



Tons. 

84 

94 

105 



las. 
'T£ 
•71 
■71 



90, ■68 
102! -68 
113 -67 



97 
109 
121 

104 
117 
129 



65 
64 
63 

Gl 
61 
60 



Tons. 
76 1 
85 
94 I 

81 ; 

91 

101 

87 

98 

109 

93 

105 
116 



Ids. 

■89 
■88 
-88 

■84 
•83 
•83 

8U 
■79 
■78 

■76 
■75 
■74 



Id 




Tom. 
69 
77 
86 



Ins. 
M 
l-I 
11 



74 1-0 
83 ' 1-0 
92 1-0 

79 -96 
89 '96 
99 -95 



8& 

95 

106 



91 
9t 
90 



Tons. 
63 
71 
79 

68 
76 
85 



Ids. 
1-3 
1'3 
1-3 

1-2 

1-2 
1-2 



73 1-1 
82 ' 1-1 
91 , II 



78 1 
87 ■ 1 
97 1 



Tons, 
58 
65 
73 



Ina. 
1-5 
1-5 
1-5 



63 


]-4 


58 


70 


1-4 


65 


78 


14 


72 


67 


1-3 


62 


75 


1-3 


70 


84 


1-3 


78 



72 1-3 
81 13 
90 ,1-3 



Tons. 
34 
61 
67 



Ins. 
1-7 
1-7 
1-7 

1-6 
1-6 
1-6 

1-6 
1-5 
1-6 



67 1-5 
75 I P5 
83 1-fi 



Tods 
50 
57 
63 

54 
61 
68 

58 
65 

73 



Ins. 
2-U 
2-0 
2 

19 
19 
19 

1-S 
1-8 
IS 



62 17 

70 I 1-7 

78 1-7 



Tons 
47 
53 
59 



Ins. 
2-3 
2-3 
2-2 



51 2 2 
57 21 

63 2 1 



1115 

34 



36 



55 
61 
68 



2 
2-0 
2-0 



58 1-9 
66 19 
73 1*9 



38 



40 



e. WEJGHTS PER FOOT. 

The various weights listed for each section are : — 
( i) Up to 24' X 12', the Die. Dil, Din and Dm weights respectively, as explained on page 21. 
(ii) Above 24' x 12', the Die, Din and Dir weights respectively. 

These are all obtainable with equal facility from the mills, except that the DiR (maximum) 
weights can only be supplied in the minimum quantities specified JD the table on page 286 ; the 
weights readily obtainable in small lots from local U.K. stocks are those marked with an 
asterisk in the " Delivery " column. For most purposes, the minimum weights should be 
preferred, as being the most economical. 

7. INTERMEDIATE WEIGHTS. 

All sections can be rolled to weights intermediate between the tabulated minima and 
maxima, subject to the conditions explained on pages 11 and 286. 



8. DELIVERY. 

The meaning of the symbols is as follows, but see page 6 :— 

{•) Stocked in the United Kingdom. 

(a) Average rolling dates 3-4 weeks. 
(i) .. .. .. 4-6 

(*3 M •! n 6-8 ,, 

9. DESCRIBE WHEN ORDERING as "Broad Flaoge Beams, Grev Process, 
X ...lb. nomiaal," See also page 267 (" Tests "). 



• ■* 



• *< 



37 



Notes. 



4 



Clears, 



CoJunii* 



Column 
Notes. 



Caps, 




files, 

/J 




Bolt;, 




Codf. 



t',-t -i 1 




4 



Xi 






SOME SPECIAL PROPERTIES OF 






BROAD FLANGE BEAMS, 


GREY PROCESS. 




■• - b- ■■ 




[F 


E>r the minimum and maKimum weiff 


hts of each section.) 




Xomin^ 
Sixc. 


Weight 

per 

Foot. 


Ratio 

o( Pillcl 

Stress to 

Extreme 

Fibre 

Stress. 


Web 

Tbickncfts, 


Web 
Area. 


Nett 

1 Depth of 
Web. 


Sa Fe Principal 
Compressive 


Safe Column Stress 
oa Web and Loud 
per 1' run. 




d X b 


t 


dxt 


C 


Tuns per 
square inch. 


Stress : P, : £x«d : P, x t 




lnt:hvS' 


I,b. 




Inches. 


Inches • 


Inches. 




1 Tons. 




4x4 


110 
23-2 


-595 
•500 


■20 
'39 


0-74 
172 


2 2 
2 2 


5-88 
5 96 


5 ■76 1-15 
5 94 2 32 




5x5 


13 2 

27-9 


-664 
-576 


■20 
■39 


0-90 
2 03 


3 
3 


5-78 
5 94 


5 56 1-11 
5 89 , 2-30 




Six 51 


16 4 

47-9 


-696 
-561 


•22 
-63 


1 -14 
4-09 


3 6 
3 6 


5 74 

5-96 


5-46 
5 94 


1-20 
3-74 




6x6 

1« 


17 & 
SI 3 


•718 
•ti78 


■22 
■63 


1 -23 
4 35 


4 
4 


5 67 
5-94 


5 33 tI7 

5-89 3-71 




6iv 61 


20 
56 


-693 

■571 


■24 
■63 


1-42 
4^54 


4 1 
41 


5 71 
5 95 


5^41 1-30 
5 92 3-73 




7x7 


24-8 
63 


-718 
-614 


-26 
■63 


177 

5 04 


4-9 
4-9 


5 64 
5-94 


5 28 1 -37 
5-88 3-70 




8x8 

tt 


30 1 

71-6 


•724 
■627 


■28 

■63 


2-10 
5-48 


5-4 
5 4 


5 62 
5 93 


5-24 1 -47 
5 85 3 69 




Six 81 

*■ 


34-5 
78 8 


-749 
■658 


■29 
■63 


2 41 
5-92 


6 2 
6 2 


5 54 
5 90 


5 07 1-47 
5 81 3 66 




9ix 91 


40 9 
92 2 


•743 
-654 


-31 
•67 


2 79 
6 83 


6 7 
6-7 


5 53 
5 90 


5 04 1-56 
5 80 3-89 




10 xlO 


44 2 
103 


-754 
■657 


■31 
•71 


291 
7-67 


71 
7-1 


5 46 

5 90 


4-93 1-54 
5-80 4-12 






46 
116 


-763 
-660 


•31 

-79 


3 04 
8 93 


7-5 
7 5 


5 41 
5 91 


4-81 1-49 
5-82 4-60 




U xll 


51 4 

135 


■765 
■658 


■32 
-83 


3-36 

1013 


8 
8 


5 36 
5-90 


4 71 1-51 

5 81 4 82 




12 xI2 


58 9 
15S 


■774 

■667 


-34 
-91 


3 88 
1201 


8 6 
8 8 


5 32 

5-90 


4 64 1-58 

5 81 5-29 




121x12 


65 8 
166 


768 

-663 


■37 
-91 


4-48 

12-74 


9-3 

9 3 


5 36 
5 89 


4-73 I -75 
5 79 5-27 




13 i - 12 


70 7 

168 


•775 
•6S1 


•39 
•91 


5 07 
13 47 


lOM 

101 


5 33 
5 88 


4 66 182 
5-76 5 24 




14 xl2 


75-7 
170 


-776 
-689 


-41 
-91 


5 62 

14 01 


10-6 
10 6 


5 32 
5 86 


4 64 

5 73 


1 90 
5 21 




16 xlS 

** 


80 6 
172 


•782 
•704 


•43 
•91 


6 28 
14-74 


11 4 
11 4 


5 2S 
5 84 


4 58 • 1 -97 

5 69 5 18 




16 xl2 


84 9 
172 


■788 
-715 


•43 
•87 


6 58 
14-70 


12 

12 

■ 


5 20 
5 81 


4 42 190 
5-61 4 88 









BROi 



y 



Sax. 



d vb 



17x12 

It 

18 xU 

n 

19 X 12 

n 

tt xU 

H 

Si xl2 

n 

n 

!0 xi2 

n 

K .12 

H 

14x12 

« '12 

ti 
«xu 



. TV 






SOME SPECIAL PROPERTIES OF T 

BROAD FLANGE BEAMSj GREY PROCESS.— Cont'd. *' ' ; 


(For the minimum and maxlmun'i weig;ht* of each section.] "^ - b' *^ 


Nomiaal 
Size. 


Weight 

per 
Foot. 


Ratio 
of Finet 
Stress to 
Extreme 

Fibre 
Stfcss. 


Web 
Thickness. 


Web 
Area. 


Nctl 

Depth of 

U'eb. 


Safe Principal 

Compressive 

Stress, 

Tqus per 
square Inch. 


Safe Column Stress 
on U'eb and Load 
per 1" run. 


d X b 


t 


d y t 


C 


Stress ; P, Load : P, y t 


Indies. 


Lb. 




InchM. 


iDcIies.* 


lDch». 


* 


Tons. 


17 xl2 


90-4 
175 


•799 
•731 


■45 
■87 


7-33 
15 49 


13 
13 


5-15 
5-77 


4-33 
5-55 


1-95 
4-83 


18 xl2 


Q6-3 
175 


■797 
■734 


■47 
-83 


8 08 
1552 


13 7 
13 7 


5-14 

5-73 


4 32 

5 45 


2 03 
4-52 


19 xl2 

ft* 


102 

178 


■802 
■747 


-49 
-83 


8-97 
16-27 


H-7 
14-7 


5 08 
5-69 


4-22 
5-37 


2-07 
4-46 


20 xl2 

** 


108 
180 


•804 
•754 


-51 

-83 


9-79 
17 01 


15-4 
15-4 


5 06 
5 65 


4 19 
5-3U 


2-14 
4-40 


22 xl2 

** 


113 

185 


•821 
•775 


■51 
■83 


10 81 
18-59 


17-4 
174 


4 82 
3 -56 


3^;8 

511 


1-93 
4-24 


24 xl2 


124 
191 


•825 

■786 


■55 

•83 


12-70 
20-17 


19-1 
191 


4-79 
5-47 


3 73 2 05 
4-94 4 10 


26 xl2 


128 
196 


•833 

■802 


■55 
■83 


13 80 
21-75 


21-0 
21-0 


4-54 
5^35 


3-36 185 
4 70 3-90 


28 xl2 


141 

201 


•840 
■812 


■59 
•83 


15-99 
23-24 


22-8 
22 8 


4-50 
5 24 


3 31 1-95 

4 50 3 73 


30 xl2 


145 
207 


•849 
•824 


-59 
-83 


1717 
24-90 


24-7 
24-7 


4 26 

5 10 


3 00 1-77 
4-25 3 53 


32 xl2 


159 
212 


-855 

•835 


■63 

■83 


19 66 

26 56 


26-7 
26-7 


4 23 

4^95 


2-97 1-87 
4 00 3-32 


34 xl2 

>• 


174 

218 


•854 
-837 


■67 
■83 


22-lS 
2S-05 


28-3 
28-3 


4 23 

4-83 


2-98 2-00 
3 80 3-15 


36 xl2 
*> 


179 
223 


•8&2 
-846 


■67 
•83 


23 52 
29 63 


30 2 
30-2 


4-01 
4 66 


2 72 1-82 
3-55 1 2-95 


38 xI2 


183 
229 


■868 
•854 


•67 
■83 


24 86 

31-29 


32 2 

32-2 


3 79 
4-49 


2 49 

3 30 


1-67 
2^74 


40 xl2 


188 
234 


■874 
■861 


■67 
83 


26-20 
32 95 


34 2 

34-2 


3-57 
4-32 


2-28 
3 08 


1-53 
2-56 


The above special properties are used in 
investigating the effect of heavy concen- 
trated loads, in the manner explained on 


1 r 1 


page 61. 

The " Safe Principal Compressive 
Stress " is the safe stress by Fidler's formula 
for a strut with fixed ends of length equal to 

lit C- ^ 1 V 


^^ - - ■ - - 

\ 


j^ 

u 
1 




it (Fig. 1). t 1 1 1 

The *■ Safe Column Stress " is by the Fig- 1. P'g. 2. 
same formula for a strut of length c (Fig. 2). 



$ 



Notes. 



CJcars. 



Zo\\ax\\u 

Load*. 



CGlumfi 
Notes. 



Cap5, 
Bases. 



^ 



«*l 



; 



files. 




Rtvcta, 




Plates, 



/ 




■nati 



39 



NOTES ON GIRDERS 



Notes. 



CImM. 



J? 



fi 



Summary of beam sections 

Formulae for Binding Moment, Shear, etc. 
General principles governing the above formulae 
Continuous beams 
Deflection Table 

General notes on girders 

Crane gantries 

Bridges 

Bearings and templates ..- 

Floor girders 

Stresses in beams 



• *■ 



«>■ 







Page 


■ ■ « I « 


- ■ ■ 


42-44 


• ■ ■ 




45-18 


lae ... 


... 


49 


> ■ ■ ■ 


• a ■ 


50 


• •> 


• AH 


51 


■ • •> 


• I* 


52 


I ■ « « 


« ■ ■ 


sa-rj.-i 


• m m 4 


■ A • 


55-r)fl 


• «• 


**• 


57, 63 


• •• 


• • ■ 


59 


• ■ A ■ 


• ■ ■ 


60-62 



PRINTED ELSEWHERE 



Safe loads : see separate chapters. 
Joists in concrete, pages 225-229, 



Loads. 



Columft 
Notes. 



Sales. 



/ 



Polo*, 
Piles. 




Hlvot 
Bolts 






WeJd!0f 





/ 






CMt. 



41 






r*i"* 'f i I' » '.-- 1'-- 




SUMMARY OF GIRDER SECTIONS 

EXPLANATION. 



Tables of safe distributed loads for Broad Flange Beams and Joists will be 
found in their respective chapters. 

An alternative procedure is to calculate the Bending Moment, and thence the 
required Section Modulus (Bending Moment divided by working stress)^; then 
to select a suitable section from the following table, in which the various sections 
are ranged in order of Section Modulus. It is needless to say that shear, deflec- 
tion, and lateral stiffness may also have to be considered. 

Wliere economy is the main consideration, it is necessary to bear in mind the 
considerable difference in cost per ton between plain rolled steel beams and 
built-up girders. 

The tabulated weights allow for rivet heads, but not for stiffeners or separ- 
ators. Rivet holes (in the tension flange) are allowed for in the tabulated Section 
Moduli for plated beams. In the listed depths, rivet heads are disregarded. 

The delivery sjTnbols are to be interpreted as follows : — 
* = Stocked in London and elsewhere. 
a = Average rollings 3-4 weeks. 



b 
c 

m 
t 

r 
s 

X 



»» 



>■ 



ft 



*9 



4-6 
6-8 



It 



It 



= Intermediate weight, 18 to 36 tons minimum (see page 286), 

= Maximum weight, 3 to 9 tons minimum (see page 286). 

= Usually in stock. 

= Frequently rolled. 



y ^ Rollings irregular. 

N,B. — These indications of the time required for delivery reim to normal 
pre-war conditions. For the present position (1948), see note at foot of page 6. 



1 

1 



> Thus, (or a unilormly distributed load ol W (tonsi. ends Ireclv supported, aod tpan L 
(feet), the icqujsiU Section Modulus will be 15 WL (or a wcrlung bUeu ol 7| tons, or 
3/16 WL (or a working stress o{ 8 tons per square inch. For otbcr cooditioo^ of loading', 
»cc formulx for Bending Moment on pages 4& to 48, 




SUMMARY OF 


GIRDER SECTIONS. 






IN ORDER OF CARRYING 


CAPACITY (SECTION MODULUS). 








For ExplA/iation, »ee dakc 42. 








Dcplb 

and 

Brndth 




■ 


Conflict Inf 
of 


Wurd. 






Depth 
Urowllti, 

U b 


II 


r 

IH 




C.-1r 


1? 


d b 


Inn. * Ini. 


IM. 










ln%. >' ln«, Ins. 


Ill 3 


IS « 


y6 


Joist 


AL'OMN 


172 


57 1 15 5 42 jrt JobI 


AkIAN 


172 


1 b3 ' 4 


1-75 5 


Xfl 


II 


AI'AGi: 


172 


57 7 10 6 6^ Xf ,, 


AXHih 


172 


2 :^i 3 a §) jcH „ 


ACKI]> 


173 


50-1 1 6 'ft 63 ai BF Beam 


VOIIVT 


16 


Al>tn,T 


172 


50 4 04 9 4 59 a 


BAEJU 


17 


3 HO 4 3 lU X 


Ai>l>:r 


172 


60 & ft 7 ft 1 7li i.r 


YUUIS 


16 


4 2* 3-7 3 II n IIF I*eom 


V(JfM><> 


1« 


61 &0 5 10 9 Ml u 


YOM?F 


17 


»'47 5,3 11 xn Jnht 


A^£r?( 


172 


02 1 ft 9 6 56 a 


Bi-n'C 


i: 


a-7a 3 9 


30 114-3 a HF Beam 


Ml AJIT, 


1(1 


62 6 12 6 64 x«: Joiat 


APFU: 


17J 


G'A3 3 3D 14 Hi a 


i* 


0AABA 


IR 


t^:: 9 14 1 46 ys; „ 


AKKCA 


172 


040 4-A 47 13 'i a 


Rl 


VOOPT 


Itt 


64 0; Oft 0-ft 61 &• BF Dram 


IIAHU' 


17 


ll-«3 4 7 , 4 7 17 a 


IHANY 


10 


65-6 16 6 45 x« Joi^t 


AllkO\^ 


172 


H-7ft 4-7 1 4-7 17 B a 


HAANG 


18 


00 1 10 J 10 3 60 A , BF Bcum 


hi TIV 


17 


tt'33 4-4 I 4 1 ,33 2 iir ) 


YOACIt 


IS 


70 7 10 2 10 2 04 a 


&AK/.1> 


17 


ft 33 A 2 5 4 IA| 


• 


VOORV 


1« 


72 6 7 15 7 (*7 a* 2 BF Brums 


&.\0'L 


16 


|I> O 5 4 5 


20 


X Joht 


AFtBR 


173 


74 4 6 9 70 ar BF Bnkin 


VOANT 


16 


10 (1 5 , 5ft 


16 ja^i BF Brum 


VOOHir 


Ift 


7ft 14 6 57 y* Joist 


AMKTt 


ITJ 


113 7 4 


I « X« J lolct 


AIHI:K 


172 


70 11 4 II 7 50 a* BF Beam 


YoiHiA 


17 


lift « 4 5 20 M .. 


AGILE 


172 


76 ft 6 75 al 


YoirY 


17 


12 5 6 5-5 31 a hV Hcaiii 


ukumo 


Ifi 


77 16 6 50 ZS JoUt 


AIITLV 


it: 


12 5-0 6 3 


20 a 


v<K>ru 


18 


HI 12 ft 66 Xft „ 


ApkON 


\:z 


13 2 5 5 6-5 33 u^i 


VABAli 


IR 


H5 11 11 6ft a BF Beam 


BETYJ 


17 


13 6 2 4 9 Sft lar L 


VOjUi* 


11 


^•< 10 3 10 «24 al 


YOJIR 


17 


13 8 4 1ft 


Xft 


JoUl 


At^LH 


ITJ 


V* ft 7 17 3 06 *• IBP Brums 


BADOK 


16 


14 5 6 5 . 36 


Xfl 


*l 


ACOFVY 


17: 


s'J 12 1 11-7 06 1 A BF Beam 


YuFHO 


17 


15 6 9 5 23 a ; DF Bram 


BKftvr 


l« 


00 11 U 76 a* 


BVIJ: ! 


IT 


15 4 5 9 5-0 25 a* 


• r 


EABKF 


If) 


91 16 6 63 vs Jobt 


A5IIV^ 


i::; 


IH 


4 21 xn 


ToUt 


AHA-^^l 


171' 


93 IH 6 55 'x» 


ATAJIV 


172 


iH-4 0-3 


6-3 36 i a BP Bram 


niXAK 


H 


04 10 2 9 7 03 ar BF B«am 


\ T \- 


17 


lO-A 6-ft 


7 25 a* 


vck-vi 


l« 


loo 10 ^ 10 4 00 al , 


- - J - * 


17 


^^^ I 6 3 6-3 31 a 


It 


HAKHO 


16 


101 14 ft 70 y , Joi»t 


ABC4^L 


iTir 


2*2 '3ft 5 


36 


xa 


Jotot 


ALIIEK 


178 


102 13 11 7 71 ft BFBram 


VUPIN 


l» 


:;4 5 ID . 4-5 

Jk ^_ -B. 


36 « „ 


AUITSK 


112 


103 lift 11 ft 76 a 


Br:vrj 


17 


^4-0, 7-5 


7 -ft 30 


A' BF Bram 


Yaawo 


16 


105 lift 11 h ftl a* 




17 


S5-S 


71 


7-1 33 

1 


a 1 


BKItKU 


16 


110 10 ft 10 1 103 ar 




17 


26 


7-1 


7-1 1 aa ■•! 


nACG£ 


16 


114 13 7 11 7 76 a 




IH 


S6 4' 5 6 


11 47 ■• 2 nrntNtnui 


HABA1> 


16 


lift 12 6 lift ftl 1 a 


Ul \ I 1 


17 


3«4 5 


a 8 48 ar BP Ik-am 


Y0AC:4 


16 


110 94 160 117 m IBFBmnii 


BAtJU 


17 


-^ B ft 3:V X5 ToM 


AU-iUI 


173 


122 16 8 76 y* JuLut 


AftTi y 


it:; 


20 1 10 5 30 x% 


AMBirT 


173 


123 20 6-5 65 x« 


Arciii 


\:2 


34i-i' 5-0 11 fl 50 a* 2 nr n^wna 


■Aaxr 


10 


123 12 6 lift 90 a BFBram 


B.\KII- 


17 




VOOKi 


n 


IJ'i 11-6 11 2 105 ai 


V"«t'V 


17 


32 3 60 1 6 2 51 ar 


YOAQT 


■ •< 


t:^ Ift 1 1 15 » JoM 


ATUlft 


172 


33-6 .7-0 7 3H u 
303 7-0 7 44 a« 


•t 


BEIZX 


1'^ 


tJJ 113 10 6 116 ar BFBram 


VO%»T' 


17 


•« 


BACYt. 


t" 


i^i^i 13 4 11 8 ft6 a „ 


ar\'ic 


IH 


M 7 12 5 3j X > ;nM 


AO«TA 


m 


130 14 6 n 7 65 h 


vni'LY 


|H 


37 31 7-3 7 6 66 | ar UF Beam 


VOAIIN 


i< 


130 Oft 10 7 122 a* 2 BF B<ani« 


h\»:Lr 


17 


40 3 6 3 12 6 Oil a 2 BF Bcmnu 


HABHO 


16 


133 13 4 11 R 03 a BF B<am 


BAK^% 


Ift 


♦< 10 a -lu s* j.>i5i 


A:<ncLc 


16 


141 10 2 20 5 127 a 2 BF Bnrn^^ 


B\»:zu 


17 


*' 2 » 8 S *l • BFIIram 


Y007A 


17 


142 15 3 11 7 65 m BF Bram 


YOftX 


16 


*3 8 8-7 , 8 7 ; 45 a 


BltllA£ 


16 


144 lA B ^0 J , Jolsl 


ATOKF 


172 


43 A 13 6 


35 zs 1 Toltt 


AaBoa 


172 


145 14 2 lift 01 aBPBcam 


BRVSY 


|H 


44-7 6-7 ft 7 4ft »• BP Bram 


AAf^OC 


la 


152 32 7 7ft 1 n j<>Ut 


AWAXr 


172 


« 3 7 50 xs JoUt 

46 7 4 9 7 44 a" Bf Bram 


AlCITV 


172 


163 14 2 11 6 101 a« BF B€*m 


BALrr 


Ift 


YOTAJ 


17 


155 13 A 12 120 ai 


vnirr 


17 


47 » ft 7 4 63 ar 


VOAJP 


10 


\M 13 11 § Mb 


hKvrj 


1ft 


4ft-| 6 2 ft 571 al 


V09ITV 


lit 


161 16 3 11 7 OA b 


vor-Fc 


IH 


AO » 9 8 10 1 4fl « 


YOFai 


IT 


162 13-3 11 4 135 ar 


voaAH 


17 


A2 7 1 14 « t9\ ■• lnFR««aa 


BACGC 


16 


164 15 11 ft 102 b 


BAIJIO 


114 


**0 12 6 44 19 loUt 

55 5 4 4 63 a BF B*^m 


APII19 


172 


167 20 7-5 »0 r« Joist 


AVLUf 


r: 


HIT AC 


IT 


175 13 3 12 1211 al BF Bmm 


TOLSB 


i: 



} 

(■ 



r 

{ 

I 






iMak 



Colamn 
HDitft. 



f 

ff 



Capt, 



/, 



r^ivt. 




Wii4 






SUMMARY OF 


GIRDER SECTIONS.- Continued. 










IN ORDER OF CARRYING 


CAPACITY (SECTION MODULUS), 












For Exolanation, see page 42, 










= 5 


Drpth .J 


>^_ 




t^ 


d 


Depth 


•* rt 


> 

■s 


# 




Cw 








and 
BT^dth. 


^8 


& 

> 
Q 


Consfstlng 
ol 


Code 
Word. 




z 


and 
Breadth. 




or 


Code 
^Vo^d. 


1° 






z 


d b 


d 1- 






Ins.* ins. ln>. 






In^.' ins. ins. I 












176 15-7 11 '8 101 a I)F Dtrani 


BEWAF 


18 


447 31 14 1681 


riale Oirder 


DO\TY 


250 






J7fl 17-2 11 7 56 a 


VOPCB 


IS 


456 17-7, 23-6 244 a 


2 BF Beams 


BAMAP 


is 






Ifil n 22 151 a* '2 FF Beams 


IIAHFX 


17 


458 25-9' 11-9 176 bi BF Beam 


YOOPZ 


111 






U6 1j 7 11 -8 110 a UF Bc;ira 


BALUS 


18 


402 24 3 12 191, br 


■< 


YODNO 


ly 






1^6 14 fi 11 -9 123 ai 


YOMIV 


Id 


406 42 12-5 138 




riatc Girder 


POZAJ 


250 






1R9 141 12 130 ai 


I 


YOMAS 


18 


471 1 27-6 11-8 171 


b 


BF Beam 


BAOSZ 


1^ 






1^6 16 T 11 ^ 


107 b 




BEU'KC 


18 


475 31-2 14 107 




Plate Girder 


DtrEbA 


250 






199 15-4 )l 9 


124 hi 


t 


VOMWO 


IS 


488 18-7 23-6 248 


c 


2 BF Beams 


Sam IK 


19 






200 16-7 11-8 112 lj 


I 


UALVT 


IH 


491 31-2 14 180 




Flale Girder 


DRI-r*S 


250 






2W I8'3 117 102 c 


b 


YOHAF 


\'J 


4^3 31 2 n -7 1^0 


b 


BF Beam 


Y^ORKA 


20 






306 13-2 12-2 ISB e\t 


i 


VOBIK 


17 


611 26 2 12 ; 106 


br 


ff 


VODtJP 


HI 






210 11-8 23 fi 162 a- 2BFBcaiil5 


BAKEN 


17 


615 29 6 11 8 176 


b 


«■ 


BAVTIE 


VJ 






211 24 7-6 


ti5 xs Tttin 


AXIOM 


172 


617 48 12-4 127 




Plate Girder 


DBmu , 


251 






218 17-7 11 a 


113 a hF Beam 


Hrw^X 


IK 


536 37 U 163 




t« 


DRnrA 


250 






220 15 12 


145 :ii 


■• 


YOMUX 


18 


552 rJ-7 23-6 270 


a 


2 BF Beams 


BAMOS 


rj 






222 


16-1 1] 9 


132 ui 


fi 


YOSAT 


18 


556 28 11-9 


201 


br 


BFBcam 


YOECK 


19 






222 ' U-2 11 -7 


1 08 a 


YORBO 


19 


559 31 -G ll-g 


ISO 


b 


ft» 


BAWIC 


20 






228 17-7 11-fi 


122 a 


BAMAP 


18 


500 37 14 178 




Plate Girder 


DUAFS 


25l> 






22H 14 ' 12-2 


166 «ri 


YOUJi: 


17 


5rtl 48 12-5 148 




■ ' 


PDAGU 


251 






235 lfi-7 12 


147, bi 


»■ 


VOM/V 


18 


507 331 11-7 174 


c 


BF Beam 


VOROD 


20 






240 16-7 n 8 


no, C 


t' 


m-VF!!^ 


19 


589 37'2| 14 \ 175 




Plate Girder 


DDBBU 


250 






240 17-11 n-B 


134 bi^ „ 


YCNOV 


18 


607 ' 30 


ll'Oi 207lbr, BFBcam 


YOKON 


1» 






244 18 7 n 8 


124 c 


• f 


BAM1R 


lEI 


COS ' 32 14 ' 203 


I'late Girder 


DUBIB 


250 






246 12-6 23 


181 A 


2 BF B^-anis 


BAKIP 


\Z 


610 351 11-7! 179 c 


BF Beam 


YORPY 


20 






247 UR 12 2 


168 ar BF Br^im 


YOBLO 


\^ 


613 37 2 14 100 \ JMatc Girder 


VVHVC 


2:iO 






2'»3 21-2 1] -7 in c 


YOKfl 


11* 


622 21-7 2:(-fi 278 


c 


2 uy Beams 


BAMUT 


19 






260 lOe 12 IW Ai 


YONKV 


Ih 


623 32 14 210 




Plate Girder 


ninniu 


250 






2«0 15-4 12-2 170 ar 


YOBUM 


IK 


037 33 5 11 -ft 196 


c 


BF Beam 


BAWOD 


20 






262 IS 11 9 140 ai 


VONVE 


IK 


64 5 43 


14 171 




Plate Girder 


I-QIILY 


250 






264 LO-7 II -h 125 a 


Br Yin: 


\y 


6ft5 37-1 


31-7 183 


c BF Beam 


YOHUJ 


20 






266 13 4 23'C 


183 a 2 BF Beams 


BAKMA 


18 


t>5d 32 11-9 212 br, 


VOELS 


20 






276 l«-7 11-fi 


136 a HF Dram 


ixA^ii^ 


19 


678 43 14 188 




Plate Girder 


nuiGH 


250 






278 16-2 12-2 


172 Ur 


YOBYN 


18 


680 36-4 U-8 201 


c 


BF Beam 


BAWUP 


20 






2«n |» 11-9 


141 ci 


YOOIIR 


19 


697 32 5 14 227 




Plate Girder 


tJUiLa 


250 






2h1 17'fi 12 


157 bi „ 


VONUZ 


18 


707 43-2 14 182 




tt 


nujAj 


250 






291 16-9 12 1 172 ar 


YOCAJ 


18 


707 33-8 110 218 


cr 


BF Beam 


YOKBrtT 


20 






295 l«t'3 12 157 ai 


YONYO 


IS 


709 39-1 il-7 188 b 


*• 


YOSAN 


20 






299 23 I 11 7 124 b 


YOKt:J 


Iti 


712 32-6 14 239 




Plale Girder 


DrjDO 


260 






306 21-7 11 S 132 c | 


ilEYIJ 


19 


736 37-4 11-8 206 


c 


BF Beam 


BAWZA 


20 






306 14 2 23-e 


202 «•' 2BFBram5 


BALHT 


IH 


740 43-2 U 200 




Plate Girder 


DUJtD 


2fic» 






3n 21-7 li'8 


139 c BFBeara 


BAMVT 


19 


761 49 14 178 




1 1 


niTXBA 


251 






313 17-8 12-1 


175 br 


YOCFX 


18 


761 3:1 7 11 9 223 


cr 


BF Beam 


YOENV 


20 






316 10-3 12 


160 d 


YOOJS 


19 


772 1 38 14 226 




Plate Girder 


nuxcY 


2-'0 






326 20 1 119 158 ai 


YOOKT 


19 


787 39 4 1P8 211 


b 


BF Beam 


BAY1»: 


20 






328 15 2.16 204 b 2 BF It^-am-* 


BALBO 


18 


804 49 14 199 




Plate Girder 


DUNia 


251 






330 18-7 12 


175 ar , BF Beam 


YOCII. 


18 


8)4 2r> 6 23 6 314 


b 


2 HF BenmA 


BAORY 


19 






331 25] 11 7 


128 b 


•• 


voRpr 


19 


816 37 7 11 9 229 cr 


BF Beam 


Yf>KRZ 


20 






362 23-6 11 8 


141 b 


tt 


Bi:\TCO 


19 


832 49-2 14 190 


Plate Girder 


]'^*OBe 


251 






352 19-6 12 


178 CT 


YOCYT 


19 


873 39 7 119 234' b 


BF Beam 


YOSVD 


20 






366 22 119 


163 ci 


vooi,v 


19 


875 49 2 14 2U 




Plate Girder 


DDOHA ' 


251 






368 23-6 M 8 


152 b 


BANBF 


19 


926 44 14 236 




l-B 


nUXBI 


250 






370 15 : 23 6 220 a I BP Bnims 


BAtUS 


18 


942 27 23 6 342 


b 


2 BF Beams 


BAOft£ 


19 






371 20 5 12 180 ar BF Beani 


VODAK 


iO 


101K 44-5 14 24S 




Plate Girder 


DtnCSA 


250 






3fift 27-1 11 7 141 b 


YORBI 


19 


103i» 29-fl 23-6 352 b 


3 BF Bmdu 


8AVZE 


19 






400 16-7 23 6 224 b 2 BF B^anv 


BALYT 


18 


lO&O 44-6 14 200| 


Plate Girder 


nUYBO 


250 






407 26 6 M 8 157 b BF Bram 


BAOftV 


19 


1118 31 'fi 33-6: 300 b S BF Bcama 


BAWIC 


2f» 






414 23 9 n-9 


171 bi 


VOCWY 


19 


1188 RO-5 14 250 ' FUtr Cirdrr 


nwiBE 


251 






418 22-4 12 


186 or 


voori 


19 


1274 33 fi 23-e 392 , c X BF B«im» 


BAWOO 


20 






424 2« 1 11 -7 


146 b 


YORIL 


19 


1372 35 4 33 6 402' C 


■ J 


BAWVF 


20 






431 31 14 


1U PlatrGlTder 


I>OTJJ 


250 


1472 37-4 23-6 411 C 


w ■ 

ft* 


BA«-r.A 


20 






433 42 12 4 


t20 


l>OWI>A 


I'TJt 


ir.T( :4ii 4 2:t ^ rj; \ 


BAVSC 1 


20 





r 



ENfiS. 



VALUES 



NOTi 
U' 

J 

B 

hi 

lir 
B> 
c 

f 

r" 

4 

I 

i 



44 









;.i 



SO 



FORMULA FOR 

BENDING MOMENT, SHEAR AND DEFLECTION 

[For fsn^rjil •«pl4iriatiOn, i«« p«C« 49 | 



CND8 



LOAD. 



CAtO I 



buppurtcd 

Uniformly 
di^ributed 



LOAD. 
BHEAR. 

BENDING 
MOMENT, 

OC FLECTION, 



REACTIONS 



MAXIMUM 
BENDING MOMENT 



Po^nl of Mai 
B«ndin|£ Moment 



MAXIMUM 
DEFLECTION 



Polnl of Mas 

D*0«Cl(On 




W 
2 






W/ -^ 8 
B 



At centre. 



Of X 



OTHER 
VALUES, 



■I 
ttr 



fll.f* 



At centre. 



> - 



Wx(r-x)-^•i/ 



tB ■ 



1> NOTATION 

W wm 

J . 

B - 

fil • 

Br - 

Bs - 

C m 

t « 

r - 

I - 
B 



3 UNITS In Kppljrlac Uw r>>nBiii«, «ll 



C«M 3 



I'ixed 

Uaiformly 
dLsUibuteil 




CaiB 3, 



Supporttrd 
aod I'txed 

Uniformly 
cliAtnhutcil 



2 



W 



Of 

-2B-f 3 



At support** 



orfP-r-iedE 
0f -3 8 



At ccDtre, 



W/-I2 



* • I 



3M4f 3114; 




3W 

'a 



H 



-Vfi ^8 



.V IroiTi bx«-l 
8 end. 



W/»-;-IH4 -S Kl 
©rW«^Il-.S3dK ' 
or 4I1>3 



•4215; 
frnm let! end 



\\7 -i- 8 



75; '2M 



C»! 4 



tree and Fixed 

Uoiformly 
di*lnbut«d. 




•f-^ammnj 




nd. 



W 



cr 



—in 



At fi:%rd end 



Wii-8 EI 
ar f/»r-2dE 

OP 'J 4 a 



At free end 



Wn»-2: 



kngtb <kr >iua rti> r-r mcuuml frott cmtm of tkculMi), 

Mttxtn^im ilcnaiQiE UoBcnt in C«m 1 (dttUibttl«d homS^ cods iapMctnlt. 

•• •■ I. right CDd. 

.. iwtAsct s fnttti ten 
Dbt&Ace Irotn Lrft ol point of u&xtmuB poAitivr bcadjn< miaitfaU 

■- dvUccttoQ 

Points of coDtnudeHure ^mto beadias mooioij. iwnircd frxjia rftb. 

Mcftur«Utm« — #f , B \am p«v tqMf* Ittck. 

Deptli ol b«&ai. or, if uiuii vmr trml. twict tbr dtoUocv froa neutrml ai -^ MiMod la f 

Mott«nt of iDrrUA lU mit uaki<>nn Itirvpngluui IwifUi, >«e p^r 4tj. 

B liiCk ModiUii*. »Ar Ijmn) loru prr •qMftlacB (but m^ |m«v iB | Tf 

DciectloQ 41 cratn m Cmc 1 IdMnT^ute^ Ioa4. CftOd lupfuriM^ . lU vsl«t m ci*w a» pmm SI 

itiUo mint, «f coanr, be rtprvMcil ia cim«lni 9«it»— «y too* 

(Co«4tinw«4 o^ o««« Ml 





f 


CuJwniM 

Load*. 


> 






Capv 
BaMi 





fr-v. ipi. 





/ 




I 

[ 



FORMUL/C FOR 

NDING MOMENT, SHEAR AND 



DEFLECTION.— Continued. 



[For general exDlanation. see pae^ *9 1 



ENDS, 



LOAD 



Case 5. 



Supported. 

Concentrated 
at centre. 



LOAD. 
SHEAR. 

BENDING 
MOMENT. 

OEFLECTJON 
REACTIONS 



-k 



p 



±u 



^2 



r '•■ TT 



- .nHHIIbi. . 



■'^ 



kit. 
Tight, 



MAXtMUM 
BENDING MOMENT, 



Potfit of Wax. 
B«nd*'>e Moment 



W 
2 



W 
2 



or 
2B 



At centre. 



MAXIMUM 
DEFLECTION. 



Point of Maa, 
Deflection 



OTHER 

VALues. 



0J 

Br 
B> 
M 



\V/»-^48 EI 
orH»-r6dE 



At centre. 



Wx-r2 



Case 6. 



tixed and i-'rec, 

Concentrated 
at end. 



Case 7, 



t 



® 



n 



illlliU'^ 



Supported. 

Concentrated 
at one point. 



B 



^ 



mq" 



[-<<^TTrT|TK. 



Ca>e 8. 



Fixed. 

Concentrated 
at one point. 



S}_u 



^tgd 



f. 




w 



nil. 



-W'l 

or 
-8B 



At support 



VV7»-^3 EI 

wO«-rl-5dE 

or 3-2 $ 



At free end 






r 



7^ 



bW 



aW 



Wab-r/ 



Under load. 



\Vab!(-b)V^a(' + b) 



21 i:.U 



V^a U-rb)-f3 



Wbx-^/ 




\Vb» (i + 2a)~;» 



-\Va»b-hf» 



At near end. 



_2\Va»b* _ 
3 t/+2a)'i.l 



2ni^{l+2»] 



Wab«-^/» 
Wi"b-^/» 

b/-r(/-f2b) 



3. MAXIMUM BENDING MOMENT AND CHOICE OF SECTION. Tbc aUovc IfUBMlM (or mwiDum bending 
OUBCiil provide, m must cm.***, twu wuy* of ddcmiuuait Uic rctjuitcd MvtiuTi ot l«eanl to osny • (Ivm low]. Rtthcr 
(t) Gftleoktc the m»«iiHiira tMsduis moBcst <iacb-to«u) — by the firat formula — *ad dtvidc by the »Uairable woikiDg 
nncmr~44.. 8 ton* pet Muftn Incb. This Kivo iLe rv<)uircd tecuoa moOuliu ; > tuiiatjlc kcUob c&b Uico be chovcn 
rron tbc toblc oa pace 41 tMumary ol MctHNH Is ofdn of tecUoB aoduloi). Or. i in wbtrc tlic niAXununi t>efuliax 
nwocBt U bIvcii in Itfou of B. iBtiliiply th« M:laaJ lowl hy tlic stv«s factor of B. Ttua give, tbc ciguivBlcBt dutribuird 
load for • Mun frrdy wppurtn] at botb caiU. A »ujublc ■cctlon of bcun cms tbco be cIumcd Irani tbc tablet of 
ufe dutntiuted loaid*. 

M.B.— Care nuf t be Ukat la the caae ol • cbort barlly- loaded beuD Uiat Ibc tbcsr >trcM Is sot otccasiTe ^Me page 92). 

4, DEFLECTION. Ib im»t of tbe aac*. two or more famvim ^n tiven for calmlatinc the muimuin deflection. 
Tbc vMua ol < KTc t> 1 041 pKgt 61, and in BoracQf tbc tablcBof Mfe to«d*. AccordiBflj, irbcre ■ lomiuU 

l> (Ives in mu o( 1, Ibu Ku<>id* the rawnl metbod ol calcubiUng Lbe deflectkiB. 

Ib otiiamry bnlldtBC eoHtruetioa. (be ddkctkn 1« luvaUy Itnutcd to l/SWth of the ipui (l/tS&tb in Losdon, 
KC B.6S 440. t li|. 

&. WEIGHT OF OIRDER. tn ordinur bvllAnt eonvtmcttoB. tbc wciitbt of tbc gitder ItaeU li tuuAtly MtilJ is 
cumparteoB witb tbt supcrimpnacd load, but it mtut mt t>f uvcrkwkcd. 



>■ -^ n ■ 



^ 



FORMUL>!E FOR 

BENDING MOMENT, SHEAR AND DEFLECTION.— Continued 

[For general ex[}lanatJon» see pAge 49 ] 



ENDS. 
LOAD. 



LOAD. 

SHEAR, 

BINDING 
MOMENT. 

DEFLECTION 



REACTIONS 



left, 
right. 



MAXIMUM 
BENDING MOMENT 



Point of Max- 
Bending Moment. 



MAXIMUM 
DEFLECTION. 



Point of Max. 
Deflection. 



OTHER 
VALUES. 



Br 
Bi 

m 
n 



Case 9r 



Case ID. 



Fixed & Supported. 

Concentrated 
at one point. 




Supported & Fixed 

Concentrated 
a = |/ I a-J/ 




Case Tl. 



Supported. 

Concentrated 
at two points. 



^_^ 



Wb(3/*-b»)~2/» 



\Va-b(2/ + b}-^2/" 
(If a exceeds -50/) 



Under load. 
[If a exceeds -691) 



W f; + b)'a'b 
3 (3/^-b»j«EI 
(If a exceeds -591) 



2a/(/ + b)-M3i«-b') 



Wab(;+b)-^2;» 



aJ(/+b)^(3;'-b') 
2/»-r(3/*-b') 



4W^27 ' 1IW-M28 
23\V-^27 ll7W-f-l28 



148B 



1-31B 



At fixed support. 



312 5 



239 S 



At 
centre. 



522/ 



18/^23 
5;-r23 



«■■ 



32/ -^39 
7/-r3» 








^- 



Wh^2 



\Va-^2 



Between loads. 



4Cf £1 



At centre. 



Case 12, 



Supported & Fixed. 

Concentrated 
at two points. 



m^ 



a- 




c- 



ra- 



S! 



n 



iS 



j^^m^- 




U-/- 



(2/'-3;a + 3a>)\V-H4/» 
(2/= + 3/a-3a»)W-=-4/= 



-3\Va (/— a}-^4/ 



At fixed end. 



3Wa(/-a)-r4/ 
2/'H-(2/*+3a/-3a') 



«t* 



1. NOTATION. 
W 



= load on beam. 

= length or sxian (to be measured from centres of bearings)* 

= Miximum Bending Moment in Case 1 (distributed load, ends supported). 

= Bendiu^ 2J^mcnt at Iclt ei^d- 

= .. » » right end. 

" ,, „ ,. distance x from left- 

= Distance trom left of point of Eoaxunum positive bendaue moment. 

= » ., deflection. 

— Points of cotilraflcjsurc [zero bctidiDg momeat)j measured from ends. 

=5 Fleiural stress — e.g.. 8 tons per square inch. 

= Depth of beam, or, li uns>'minetricaJ. twice the dbtance from neutral ajtis to edge stressed tof. 

= Moment of Inertia jf not unifonn throughout length, see pat;c 49)- 

= Elastic Modulus, say 13000 tons per square inch (but see p, 49. * 7J. 

^ DenectLOQ at centre in Case 1 (distributed load, ends supported/ ; its value is given on pege 51 
and in some ol the titles of safe loads. 

2- UNITS, lo applyinj; the formula, all ijuautitits must, of course, be expressed in consistent anits — say tons and 
indies. 

[Continued on page 43.) 



I 

B 

Bi 

Br 

Bx 

c 

e 

tn, n 

d 
I 



Ct^att. 
Ac. 



Coluitiu 
Loads. 



Columft 
Notes. 



Caps. 

Basos. 



^ 



Polo<, 
Piles. 




Rivotj. 
8oU£. 



Koofi, 
Cone* ctt 



WeUla 



jf» 







) 




47 



FORMUL/E FOR 

BENDING MOMENT, SHEAR AND DEFLECTION.— Continued. 

[For gren«ral explanation, see paee 49 1 



Case ia 



Caa« 13a. 



Supported, 

Distributed over 

portion of span. 

as drawn. 



^j 



Supported. 

Distributed, 
at centre of span. 




Wt^ 



VlllMI 




^c•^lb) 



7 

w 

J U + ib) 



\Vd 



/d / , bd\ 



•ii/ 



VVh 



T ('-*") 



a + 



(.-) 



• •• 



At centre. 



C^e14. 



Supported 

Triangular, 
apex at end. 




Case 15, 



Supported. 

Triangular, 
apex at centre. 




2W^3 



or 



577/ 



\V/»^76GEr 

or«"r-4-93 dE 

or m 8 



519/ 



\Vx(/»-x<)-i-3;* 



*> « 



Wr-2 
W-^2 



or 

4B^3 



At centre. 



\\7*^60 EI 
or U*~5dK 
or *9G i 



At centre. 



Wx (3/i-4x»}-^6/» 



Case 10. 



Supported, 

[Rolling, concentrated 
at two points. 



r^^ 




W(2/-a)-^2/ 
W(2/-a)»^16: 



from centre. 



The bending nioment 
i<4 at a maximum 
when the lojd i^ at 
^/-a from the centre 
of the span, as drawn 
abov«. The formula 
^iven for the end 
reaction arc likewise 
(or the worst caw;. 
VIZ.. with one wheel 
over the adjacent 
• ipport- 



MAXIMUM BENDING MOMENT AND CHOICE OF SECTION. The above lomulc for nuxlmum Lending 
iu ,^ i*^""?^' "" "**"* '^V**^*'^ *■>' ^ dcirrmiDiTjg Uic required wxUop ^rf beam to carry a gitcn \q^. Either 
ni tftlttiJaU the nuLXimuin bending monacnt (iDcii U>ii»>— by tbe finl fonnula— aod divUe by the allow^lc worUu 
Mfcai, f r. 8 ^ooi per Mjimre iocb. fliii b1vc» the rc<]ulnd icetlon moduitu : a AuiUble ftcctioa caa then be dvMen 
frcn tiw Uble on jm^t 41 \wma^ry of kectioiu in ofdtf of ftecUoo tnoduliuj. Or lUJ whcrt the raaxlaum beudinii 
ttooiMlUBU« in imn. of B. multiply IheartujUJ^ '^'li* K'v« ihcequlv»l«>t dittrit.utM 

I3?d£trib!l^l^^ tupported ol toU> eodi. A luiULie tection of bcui c^n Uien be cht»co from Uic Uble. .rf 

N B.— Core EDust be tAken Id tbe cue of « fbort b»vJly.|osdcd bcaoi Uial the thcmr itfttl b uol CKCMlve Itce 

tt (l««i In term ol I. tUft •Ooxdi tlie f rigt metbod of ckIcuUUbi tiic dcDectiaa. 

^-)I^IS^L.'2^k°""*l^ toordiBKT buiWlof wMtmrtioo. the -«i(l>t of Uk firdcr ftMlf b um^Uj kbaU is 
ixMil«nKtB wiU the luperuiipiMo] lowl, but it miut not Ijc OTcrhnkt^i. ' 



Pi|.l. 



K(.l, 



r<is. 



4S 



BENDING MOMENT, SHEAR AND DEFLECTION 



GENERAL PRINCIPLES. 



1. C0N0ITl0^4 OF ENDS. Thi? eni ^f -a girder may be simply resting ^n a sti:>p*>rt. -^r it mxv he iiic.i thereto 
more or las rigidly, or it nLiy t>c unsupported. When tbc strc3a» in » giidcr tritU cuU^ 5Liiip[> suppDrtcU ace kaojfQ 
the stresses for other end eoaditioos can be deduced. 




Fig- 1. 



Fi5.2, 



Fii-3- 



Fig:- i- 



Fig, 5. 




2, LOADS. 
from ttie left 



These mav be rcrrescnted by Pj etc, at dUtaoces a, etc 
[see Fig. 1). 



3, END REACTIONS, 
rcsjk^gtivcly. 

^ I ^ P, a 



These may be rcprcflcated by R, :in.i R^ 



Then R/ + 
Also Rr 

& X 



4- P„ + Pi etc. 
I + P, a, etc. 



P. ll-a.J + P.lf- 



ctc. 



4. SHEAR. The (orce tending to ibear vcrltcaJly through the «irder 
is greatest at the ends, there equalling the ^nij reaction. Tbe shear li 
decreased at every point of loading by the amount of thic Joads ;sce Tig. 2), 

5, BENDING MOMENT. At any distances from tlic Jcfl. the bendiug 
mometit al that point equiUs the difFerence between the moment due to 
the TpaciJon and the reverse moments due to the loads to the left M 
the point, tlie moment being the product oJ the I,oad or iteaction and ita 
distaDLie from the point. 

6. SENOINQ MOMErJT DUGRAM, Thb is coEislructedbv drawing a 
line proportional to the girder length, and setting up at right angles to 
it lines proportionat to the bending moments at the various points of 

l^>ading. and joining the exttenijljcs of the lines so dr^wn (Fjg, 3]. For a 
uuitonnly distributed load, the boundiog line thus formed is a parabola, 

7, DEFLECTION. If a tangent to the deflection curve be drawn at a 
point distant x (Inches) from the left, and 

I = the vertical distance of tliis line from the support 

(^ Fi§. 4). '^'^ 

H = the FiasLic M'>dijlns of tlie mikt>?ri.U. 
1 == the Moment of loertia oi the girder taken as constint 
throughout ita Icagth 
then £ £1 » the area of the portion of the Bendini; M'oment Diagram above the length x multiplied by the 
dista,nce O of the pcenlre of gravity of this area from the ieJl rt-action. 

This e^iuation gives a ready means of Ending points on the dedect^oa curve, when the Bending Moment Diagram 
U drawn.* 

If the girder is not of uniform section so that the Moment of Inertia is not coustant, the Beading Moment 
Diagram can be '" corrected "' by increasing the vertical ordiiiiiles in the ratio of maximum tu actual Moment of 
Inertia, and then making 1 in the e<iu^tion equal to the maxmium Moment of Jncrtia. 

The deflection *o calculated is that due to flexural str«s only. The shear stresses also cause deflection but only 
to a sra^ali extent in the relatively long spans vriicre deflection is of importaucc. 

Nevertheless, when the elastic modulus is c^culated from deflection tests, a lower value Is usually found than 
from tests, in direct tension^ 

On these gTounds it will sometimes be desirable to assign a reduced value to E for the purpose of calculating 
deflection ; thus, E could be taken as 12000 tons instead of its actual value of about 1I4UU0 tons per square inch. 

3. OTHER END CONOITIQINS. H the ends are fixed, there will be upward bending moments at the supports -. 
the Bendme Moment Diagram can be constructed by first drawing aa for supported ends, and then raismg the base 
hue to pass through the citremities of the lines representing the end bending moments (Fig. 6). This new tjase 
line will intersect the original bounding line at points where tlic bending moment is zero, known as the points of 
con trail ezu re ^ 

In the formulae on pp. ^5 to iS the end bending moments have been calculated by the principles of { 7, 
awummg Ihiil IJie tangent to Uie deflection curve at one support posses through the other, c^ccepl, of course, for 
i^ntilcvcra. vcherc the cod bending moment is the product of the reactjon ami the distance of the centre of gravity 
of the load from the support. The bending moment at on« end of tlic beam will increase the reaction at that end and 
diminish it at the other end by an amount equal to the quotient of the bending moment and the length of tbe beam. 

9. CONTINUOUS BEAMS. The end bending moments for coutinuous beams can be calculated by using the 
principles of ( 7 and equating the two expressions for the inchn-itLon of the beam at a support, io terms of the speru 
ou each fide of the support^ or by means of the coci&cieDtd givcu in the diagram on page 60. 



* The maximum defection never differa greatly from that at the centre of the span. When the ends are 
restrained the central deflection calculated lor a freely supported girder is reduced by the average of the end bending 
coijinents x span* ^ d El. 



CJeats. 

be. 



COfu MIM 

Loads. 



CoJumn 
Notes. 



Caps. 
Ba»s 



PoToj, I 
Piles. 




Jtlvoii, 

Bolts. 



/ 



Cone/?t« 



Weldio 



Platni. 
InerUl 





■oasi 



Mftt^. 

tables. 



CONTINUOUS BEAMS 



The coefticients shown in the following diagrams are based on the Theorem of Three 
Moments and presuppose strict comphance with the foUowing condiUons :— (a) That the loads 
are equal and umfomilv distributed over the spans, (fc) That the effective spans are equal. 
Ic) That the column caps are in the same plane, {d) That the beani is of umform section. 
The specified Reaction and Shear coelfitients are in terms of W ; the Moment coefticients are 

in terms oi Wl. ,.,.,... j 

When weighing the relative advantages of continuous and simple girders in a given 
instance, the following pomts need to be considered : (1) The possibility of the actual load 
and distribution diflering from those calculated. (2) The column reactions being unequal, some 
of the columns u ill have to be stronger and stiffer than for simple girders. \'d] The position 
of maximum shear coincides with that of maximum bending moment. f4) XSTiether it is 
necessar\' to provide for expansion. (5) Heavy freight charges and site difticulties arise with 
long and heavy pieces r these will be avoided ho^\ever if bean.s of normal length are made 
continuous by'sile-welding. (6) The foundations must be exceptionally good, so as to pre- 
clude unequal settlement. (7) In riveted construction, the columns will have to be broken at 
each storey. (8) The advantages are rigidity, reduction of girder section, and reduced costs 
of iabricatioD. 



I h 



Im toi. [b 

I 15 -i 
4 1! 1 

I 
H-ii -1 

4t| 10 ' ■] 

I I -og i 




(^!^><^''^ 



h 



z 



V 



4i 
1» 



IS 



17 

M 






w 



n 



^ 15" W i» 



'i' 






^ 






■^ 






19 

I 



It 
19 



^ 






^ 



It 





KM 



z 



i 



21 



14 



(I 

3 



» » » L 



Tgr -^ TUT , TCT 



± 



1% 




■n m 

■oe ■(►i 

■OS ■(» 

M-Oi 01 

U 04 W 



I 

t 
I 



ii 04 -M 
U -04 -01 

H -03 05 

ll:-oj ^ 

* « « 

■lO! .0) 

* «: oj 



0! 
0! 



1 01 .« 

»|-o* 

J 01 .0, 

" 01 ia 



£y?^ 






50 



^ 



DEFLECTION OF GIRDERS. 




LOAD UNIFORMLY DISTRIBUTED: 8 TONS STRESS. 




d 

*■ 

^ 

^ 

a 


SPAN IN FEET. 




& 


fl 


7 


8 


10 


12 


14 


16 ' 18 


SO 


22 


24 


26 28 30 


32 


36 40 44 48 52 

1 


60 
Ins. 




Ins. 

3 


-15 


Ids. 
•22 


30 


1 
Ins. ' Ins. ' Ins, 

'39 -62 ,„ 


ISB. 

■ r ■ 


Ins. 


Ins. 

■ a. 


tns. 


Ins. 

. * • 


Ins. Ids. 

■ ■ ■ -■ . « 


Tns, Ins- 


Ins. 

1 


J- 
Ins. Ed?. ' Ins, 

1-1 ■!> 1 f*« 


1 

Ins. 

1 

1 1 « 
1 


Ids, 

■ I V 




3J 


-14 


■21 


■28 1 -36 -57 i .„ 1 ... i — 


baa 


-" «-■ 





■ •■ >■• -■■■ Ilk 


• >> 


>■ a 


1 


1 « * 


1 ■ ■ 




31 


■13 -19 -26 


-34 


■53]. 76' ... ' ... ' ... 


■>t ■■■ AlA .*■ 


•>* •■■ 1 *-. k.« 


• ■ . 


... 


a. P 


a.. 


a a a 




3i 
4 


■12 -18 


■24 


-32 


■49 j -71 ... 


■■■ •■■ Tt* 


.•■ ■ ■ I ■ k. 


.>■ 


■ i • - ■ 1 




.aa 


Bi a 


• ■a 


I ■ 1 1 I ■■ 




■12 -n ! -23 


-Si) 


■46 66 1 ... 


*>* 


■ •• 


>"* -'■ ■'■ T Bva 


* ■ ■ 411 


.a* 


• a. 




4} 


■11 j-ia 


■21 -28 


■43 -fiS -85 


--■ 


• • * 




•■■ 


* ' . 


... 


p*« 




• a. ■ i a 


J 
.»■ ■■' ..f 




U 


■10 


•IS 


'20 -26 


■41 -59 1 -80 


**• 


■ •a 


.,. I 


■ ■■ 


• «■ 


a 1 • 


■ p ■ 


".. .*■ 11-4 





-i ■ ■ 




4i 


•10 -14 19 -25 


■39 , -56 -76 


-99 


.*■ 


... ' ... 


■ A A 


*> t 


. i ■ 1 at. 




.■• 


*.■ 


■ a* 


4a* 


m*i 




5 


■09 13 18 '24 , '37 1 -53 -72 -95 


• ■« 


■'■ '■■ m *.< .-4 »,- ... 




■ ■ r 


w ■ a 


"■ 


■ aa 


a ■ 4 




6 


-08 


-11 


-15 


■20 


■31 


•44 1 'iO -79 ■OB 


1-2 


->■ 1-.' .■. 


■ ■ ■ 


... 


... 


■■" »■- ••■ 


.aa 


»■■ 


... 




7 


07 


-09 13 


■17 


■26 


•38 -52 -68 


■85 


1-1 


1-3 15 


'«. 


• -. 






» 


M T* 


• ■ ■ 


. ■ ■ 


1 

■ - ' * - . 




8 


06 08 11 : *1G 


■23 , -33 i -46 1 -SH 1 75 [ ■02 


I'l 


1-3 


1-6 


>■> .ii ■■» 




-.- 


■ . ■ 


1 
■k. ari •■> 




9 


-05 07 -10 13 '21 -30 ' -40 


■fi3 -66 ■S2 -99 1-2 


14 


i^e'i'S ... 




ail 


■ ■ ■ 


■ •» 


• I 1 •! a 




10 


■05 -07 09 ,12 -18 -27 '36 i -47 "60 '74 1-8^ M 

1 1 1 1 . . ■ 


1-2 


1-4 


1-7 1-9 


."' ■■■ ■*■ 


■ aa 


t * > > ^ > 




11 


-04 


-06 OS 


11 


•17 


■24 


■33 


■43 


•54 


■67 


•SI 1 -'Ji 


11 


1-3 


1-5 


1-7 


2-2 


..« ... 


... 


-,, 




12 


1 ' 1 

Oi -06 08 -10 15 -22 

1 1 


■30 


-39 


•60 


-62 


•74 -89 


I ft 1.2 1-4 1 1-6 


20 25 1 ... 




1 




13 


04 -05 


■07 09 14 -20 ; -SB -36 


-40 


•SI 


•70 -82 -KCl II 1-3 1-5 


1-8 i3 2-7 


■ •< 


.1 V * - - 




14 


■03 -05 06 08 13 19 -26 34 


■43 


-63 


■64 --6 -89 lo|l-2 1-4 


17 2^1 2 6 


3-0 


." ■ • ' ' 




IS 


03 -04 00 08 12 -18 -24 -32 

1 


■40 


•49 


■60 -71 -83 , OC III !■:( 


I e , 2-0 , 2 4 


2-8 




16 


'03 


'04 


■06 


-07 


■12 


•17 


•23 


-30 


-37 


■46 


•56 


■66 1 -76 


-90 10 


^ -LLL ^'^ ^"^ 


2-7 3 1 --- 




18 


1 

03 04 


-05 


■07 


•10 


•15 


■20 


■26 


•33 


■41 


•00 


•59 


-69 


■SO 


■92 


l-I 


1-3 


1 r, 2 


24 2 8 32 




20 


■02 03 05 1 06 1 -09 -13 


-18 


■24 


•30 


■37 


•45 53 ' -62 -72 ' -83 ' -95 


1-2 1 :, 1 I !* 


2-1 25 29 




22 


02 03 04 05 08 12 -16 

1 


■21 


•27 


-34 ! -41 


■48 I -57 -66 ■76 -86 


M 1-3 I o| 1 9 2 3 2-6 




24 


■02 -03 04 05 08 -U -16 

1 


■20 


■25 


-31 -37 -44 -52 -60 


■69 , -79 


10 1-2 IJ I a|2 1 , 2-4 




2B 


02 -03 03 

1 


■05 


07 10 


■U 


■IS 


-23 


■28 


-34 


'41 1 -48 


■56 


1 

64 '73 


■92 11 1-4 16 I 'J 1 L* -J 




28 


■02 -02 03 ' 04 


■07 , -09 


■13 


•17 


•21 


■26 


•32 


1 1 1 

-38 1 -45 -52 1 -59 i -68 


■85 11 13 X-6 1^8 


2-1 




30 


02 '02 1 03 


-04 i -06 09 

1 


■12 


■19 


■20 


•25 


•30 35 -42 ' -48 -55 ' 63 


•80 -93 1-2 1-4 1-7 1-9 1 




32 


Oil -02 1 03 04 '^06 08 

1 


■11 


•15 


•19 


23 


•28 


'33 -39 ' -45 '52 -59 


■75 •92 M 


1-3 1-6 ' 1-8 




34 


•01 -02 -03 -03 -05 08 ' -11 


•14 


■18 


•S2 


-26 -31 -37 -43 -49 -66 


-70 87 11 


1-3 1-5 17 




36 


■01 -02 -03 


•03 


■ 06 -07 -10 


■13 


•17 


-21 


•25 ; -30 35 


■40 -46 


-53 


■66 -82 ■99 

1 


1-2 ' 14 


1-6 




The tabic above i* applicable to all symmetrical *«Uonfl and is VAliJ, therefore, for RuUeJ Slcc] JoisU, Ch^aneU and 
Rivctca Girdera of unilonn depth and plalcJ on top ^d botlom Ji^Ktrs alike. For formu].i, seepage 45, Ca5C 1. 




ZIG-ZAG LINE, Thia marks the prf-scnt cualoimiry Lmit, for floor beams f/ully airc3*;d). of 24 times the dcpUi, The 
VJ44 I, C C Bylaws and B-SS. 44'J allow 10 linjca the depth for high teuailc slccl ; and 3i limts the depth for filler 
joiais embedded in concrete, taking the depth irom the bytlowk rtat»gt to the upper face of the concrete aLib. 





Cleats* 
Ac. 



CQluriii^ 
Loads. 



Column 
Noiesa 

Cap5, 
Ba&os 



F<jlot, 
Piles, ' 



i 




1*1 vol I, 



/ 






WeJdtiif 




W tight 
■oat 



I 







SI 



NOTES ON GIRDERS. 



K LATERAL STABILITY. 

If the top flangt' of a girder is not suppjrt-d siiewaj-s at intervals of at most 20 times 
the flange width, the working stress should be reduced, by a percentage equal to tAvicc l/b — 20, 
where l/b is the ratio of span to flange width, thus : — 

For ratjo l/b = 25 30 35 40 45 50 



Keduction = 10% 20% 



30% 



40% 50% 60% 



Ttese percentages coincide with the provisions of the London County Council Bv*Law3 
(and B.S S. 449, § 10) ; see page 281, 

For Broad Flange Beams 12' X 12" and upwards, alt of which have flanges 11 '8', the 
value of i/b is approximi^lely the same as the span in feet. 



2. ECCENTRIC LOADS. 

When an eccentric load tends to cause a girder to twist, the bending moment (load 
multiplied by eccentricity) may be considered as setting up a lateral thrust in opposite 
directions on the ti-p and bottom flanges, equalling the l>ending moment divided by the girder 
depth. 



These side thrusts will set up horizontal bending moments in each flange, and the st 
due to these must be added to those due to the vertical bending moment produced by th' 
considered as centric. 



3. LIVE LOADS IN BUILDINGS. 

In building Construction, the li\e load on a floor is usually treated as equivalent to an 
assumed dead or stationary load, distributed uniformly over the Moor area. 

The London County Council By-I^ws <and B S S, 449) also require floors to be capable ni 
supporting appropriate concentrated loads— see page 280, § «a and special table on page 2'28 

For floors carrying machinery uiih heavy moving parts, special calculation is necessary. 

4. TEMPERATURE LENGTH CHANGES. 

In Bniain, the maximum range of temperature in structural work exposed to the w«ath«r 
is about JOO* R In buildings, hoi*evcr, the range will rarely be so great* 

For a change in temperature of UW i: the change in length of structural steel will be 
1/8' jn a length of 15j Irrl approx. 

In long stretches of steelwork, expansion must l>e provided for bv means of clearances 
and slotted hole&, 

5. CRANE GANTRY GIRDERS. 




^^ 



62 



t * rfr 



w 



NOTES ON GIRDERS.— Continued. 



5. CRANE GANTRY GIRDERS,— Continued. 

The effect of applying a load suddenly is to double the stress it wmld produce as a 
stationary load. 

In the case of moving cranes, the maximum flexural stresses in the gantry- are reached 
gradually, and the maximum load on the end carriage rarely occurs when the crane is travelling- 
It is now considered sufticient to add 20% of the wheel loads, as the allowance for impact, or 
25% for cranes lifting 5 tons and upwards. Some makers add only 10%. 

The position of maximum &hear stress is reached when, with the leading wheel of the end 
carriage on the gantry, the rear wheel passes on to it from the next span ; as the load on thi9 
wheel is applied suddenly, it must be added to the shear due to both wheels to obtain the 

equivalent stationary shear stress. 

The effects of cross travel and cross drag should be considered in conjunction with the 
most unfavourable conditions of loadmg. They may be taken as equivalent to a static load P 
applied horizontally to the top flanRcs of the two gantrj- girders, where P = 15% of the 
combined weight of the load and crab. 

The horizontal pressure P may be assumed to be distributed equally between the lop 
flanges of the two girders, unless the frictional grip F (taken as 20% of the load on the end 
carriage wheels) between the rail and the more lightly loaded wheels is less than P -f- 2. In 
such a ca^e the girders must be proportioned to withstand a side thrust of P — F. 

When the unsupported len^^h of girder is more than 20 times the flange width, the working 
stress must be reduced, see § 1 on previous page, or the top flange strengthened. 



This is not usually necessarj' in the case of B.F- Beams, but when the 
compression flange of a deep B.F. Beam is found to require lateral 
stihenjng, a 15' x 4' channel riveted web uppermost to the top dange of 
the beam {Fig. 1) is a very efficient arrangement. 

The inertia effect due to the sudden stopping of a rapidly moving 
crane should be taken as equivalent to a stationary thrust along the 
rrane girder equal to 20% of the load on the rail. This thrust must, of 
course, be resisted by the stanchions carrying the crane girder. 

The advantages of B.F- Beams as girders under crane runways are : 

(i) The useful range of sizes up to -10* deep, with 12' flanges, 

(ii) Lateral stiffness increases in proportion to the square 
of the flange width, so that the I -Se" flanges of a 24" x 12" 
B.F, Beam, for example, are over three times as strong 
laterally a*i the J' flanges of a standard 24' x 7i* R.S, Joist, 

fiii) They afl^ord a flat ?;urface. free from rivets, for 
bolting on the crane rails. Compare Figs, 2 and 3. 

The average weights and dimensions of cranes are 
tabulated on page 54. 



s^ 



fi!L 




Fig. K 





Fig. 2. 



Fis. 3. 



5a 



Cleaffi. 



Coiunifd 
Loadi. 



. i 



Columfi 
Motes. 



Caps, 



Piles. 




Bolts. 







NOTES ON G IRDERS.— Continued. 



6. APPROXIMATE WEIGHTS AND DIMENSIONS OF CRANES. 



UfL 


Uoxunum Weigbl on cod 
Carriage. 

I, '= Span ut Cnnc la Feet. 


WdKht of 
Cntb. 


Hmdroum 

frum 

Top ol 

Roil. 


BodCleoi- 

wact from 

Centre ol 

RaU 


Centre of 
Bnd Caimase 


OvonU 

Lenctli of 

Sid 

CnrriMgc 


Tom. 


Tuns. 


Tuns. 










2 


2-8 + 080 L 


0-85 


6' 0' 


8- 


8' 6' 


It' 8' 


6 


7-3 ^ 082 L 


1-83 


6' 2' 


9- 


8' 6' 


13' r 


7} 


K-3 -r 115 L 


2-75 


6' 10 j' 


9}' 


10' 0- 


13' 4' 


10 


n-7 + ■i2i L 


3-20 


7' 4' 


91- 


10' 0- 


13' 4- 


IS 


17-5 + 125 L 


3 50 


7' 0' 


»f 


10' 0- 


14' 4' 


20 


23-6+ -130 L 


4-50 


r 3' 


lOi' 


10' 0' 


!4' 9' 


26 


28-4 + -105 L 


5 50 


7' 4|' 


lur 


12' 0' 


15' 0' 


SO 


200 + 3-2v^ L 


G-50 


8' 0' 


lU- 


12' 0- 


15' «• 


40 


2«-0 + 3 8v/ L 


9-00 


9' ,0' 


nr 


13' 0* 


17' 0' 


50 


35-0 + -4-5v/ L 


11-00 


9' 9' 


iir 


13' 0* 


17' «• 


60 


40 + i-iV L 


1300 


10' 0' 

1 


i2i" 


13' 0' 


18' 0' 



Tht above figures are bued on thr tabtM i;;iveD in Sir \V illiaiii Arrol & Co.'s " Hiadbook." 
1920 ; and apply to mailunc shops and Mijiilar buildingii. 

N.B, — The centres of end carriage wheels should not be lesa than one-stxtb of the span. 



7. CRANE RAILS. 

The Bnlish Standard mc% of Bridge Rails weigh 1 1, 16. 18, 20. 24. 56 and 70 lb per yard 
rr«.[M*c lively. The two heaviest sisca, shewn in Kiga. 4 and 5 below, are readily obtainable in 
•mall lots. 

For yet heavier work the Continental solid type shewn in Fig, 6 Mmd ■CGOmpftftjrlOf tab!e 
is often employed. This pattern i!» not blocked and may be found to be unobtaiaable if 
ordered in lots ol leas than 40 to 60 tona of a size- 



K2"H 




'•t 4 M Ite pv rnP« 




r* ft 70 lb« pv yftP« 




f 1 • 



I 

2 
3 
4 

i 



IP 



NOTES ON GIRDERS.— Continued. 





SIZES 


AND PROPERTIES OF SOLID CRANE RAILS ^Fig. 6j. 


Section 
Mo. 


Size. 


Weight 
per yd. 


Moment of 
loertia. 


Section - 
Modulus. 


Area. 


t 


b 


d 


c 


t 


1 


Ins. 
4-92 


Ins. 
2-16 


Ins. 
1-77 


IBS. 

■94 


Lb. 
45-4 


Ins.' 
2-26 


Ins-' 
1-78 


Ins.* 
4-45 


2 


5-91 


2-56 


2-16 


1-22 


64-9 


4-33 


2-88 


6-35 


3 


6-89 


2-95 


2-56 


1-50 


88-3 


7-89 


4-52 


8-65 


4 


7-87 


3-35 


2-95 


1-77 


115 


12-57 


6-41 


11-3 


5 


7-87 


3-35 


3-54 


1-97 


125 


14-82 


7-65 


12-3 


6 


7-87 


3-74 


3-94 


2-36 


151 


21-65 


10-6 


14-8 


7 


8-66 


413 


4-72 


2-83 


205 


34-24 


15-0 


20-1 



8. RAILWAY BRIDGE GIRDERS. 

For comparatively short bridge spans, the effect of impact from all causes (unbalanced 
driving wheels, irregularity of track, suddenness of application of load, etc.) may be taken as 
doubling the actual train load. 

The overturning moment due to wind pressure on the train increases the vertical Inaul 
on the leeward girder and decreases it on the windward. The wind load (say 30 lb. per square 
foot of exposed vertical surface) may be taken as 3cwts. perfoot run actmg as a horizontal 
load T 6' above the rail. 

The efiect of sudden application of the brakes may be taken as equivalent to a suddenly 
applied load equalling 20% of the weight of the train, acting along the rails and resisted at 
the end bearings. 

When the rails are on a curve, an outward horizontal thrust is set up by the moving train. 

If W = weight of train, 

i; = speed of train in miles per hour, 

r = radius of curvature in feet, 
the side thrust = Wv' -5- 15 r and may be assumed to act in a plane 5 feet above the rail level. 
This thrust will have a similar effect to the wind load and must be allowed for in conjunction 
with it. 

Broad Flange Beams, Grey Process, especially sections 24* x 12' to 40' x 12", have been 
employed extensively as main girders in railway bridges of spans up to 40 feet or so ; the 
smaller sections are used as rail bearers and cross girders in larger spans. The saving in weight 
and cost of workmanship a^ compared with plate and angle girders is considerable, and the 
cost of maintenance is also reduced owing to the diminished liability to corrosion of a solid 
steel beam. 

9. ROAD BRIDGES. 

In road bridges the unevenness of the surface greatly intensifies the stresses set up by 
vehicles, and the equivalent stationary load should t* taken as double the moving load. 

Ordinary traffic on portions of the bridge not occupied by the wheel loads may be taken 
as equivalent to a stationary load of 1 cwt. per foot super, increased to IJ cwt. for a distance 
of S feet out from each parapet. 

The effect of wind pressure on the main and cross girders must also be considered, but 
the bridge fioor itself will usually constitute a more than adequate wind bracing. 




Clear $. 
Ac. 






CoJuni 
Loads. 



Column 



CapT. 




Botu. t 







Co4f, 



5S 



I I 



NOTES ON GIRDERS.— Continued. 



In Great Britain, the Ministry of Transport requires Highway Bridges to be capable of 
supporting Standard Trains as per annexed diagram — one to every 75 feet of span. 



r 

5 

1_ 



Engine 



4^ 






10' 



12' 



Trail 



er 



< 



6' 



10 



Trailer 



5T 

< 




-8' 



Trail 



er 




The whoel loads shewn in the diagram correspond to those of a 20-ton traction engine 
flrawing three trailers loaded to 13 tooi each, plus 50"o for impact. The engine is assumed to 
Ijc 9 (cet wide overall and to occupy 10 feet ol roadway. This loading may be taken (Circular 
of September, 1^31) as equivalent to the following: — 

(i) A distributed load per square foot, varjing according to the span as per table below. 
The tabulated loads mclude the required allowances (or impact. 

(ii) In addition, a concentrated (knife-edge) load of 2700 lb. per foot of \vidth. being the 
ilifierencc in weight between the maximum axle load (22 tons nominal) and the remaining 
axles (10 tons nonunal). 









EQUIVALENT DISTHIBUTEO LOADS- 
















Per Sauare Fo-ot, 








span. 


Loud. 


Span. 


Lowl. 


span. 


I^id- 


i 

span. I,oed, 


Spma. 


Load. 


Span. 


I,4Md. 


Ft. 


Ll. 


1( 


Lb 


Ft. 


1.1.. 


Ft. 1.1,. 


Ft. 


I,h. 


Ft. 


l,b. 


3 


2420 


7 


625 


100 


20S 


500 140 


1300 


97 


2100 


76 


3* 


2020 


n 


.1 25 


150 


192 


600 132 


1400 


94 


2200 


74 


4 


1700 


8 


44-1 200 


180 


700 1 25 


1600 


90 


2300 


73 


H 


MJr. 


»* 


374 


250 


170 


800 119 


1600 


86 


2400 


72 


5 


12^:. 


V 


314 


300 


163 


900 114 


1700 


85 


2500 


70 


H 


lO.'CJ 


n 


2fi5 


350 


156 


1000 108 


1800 


82 


> A* 


... 


6 


k:2 


lU 


:22n 


400 


150 


1100 104 


1900 


79 


■ ■ » 




6J 


TSr. 


75 


220 


450 


143 


1200 100 


2000 


77 


... 


• - ^ 



These hveload^mu^t bcdtxmtd to be apphed in the most unfavourable manner, namely :— 
(i) For I3endinR Moment, the knife-edge load wjil be taken at the centre of the span, 
(ii) For Shear, it will be taken at a support. 

rin) For Shear at an intermediate point, the concentrated load will be taken as applied at 

that pomt : and the tabular distributed load wOi be taken as applied only between that poml 

and the farther support- 
In transverse memlwrs the knife-edge load is Ukcn as 2700 lb, per foot run of the beam 

In slabs, it is deemed appUed across the ccairc of the span of the slab, irrespective of the dire^Hlioti 

of the slab. 

If members, whether transverse or longitudinal, are leas than 5 feet apart, they must be 
calculated (or the live load applicable to beams at 5 feet centres. 



12. 



■ettii 



55 



Tfr 



NOTES ON GIRDERS.— Continued. 



In continuous flouring, excluding the end panels and first intermediate supportt tU'.^ 
bending moment may be taken as 4/5ths of that lor free ends. 

The safe compressive stress of concrete may be taken as 5A -|- 300 lb. per square inch, 
where A is the weight (lb.) of Portland Cem.ent to 2 cubic feet of fine and 4 cubic feet of course 
aggregate ; this is one-third of the crushing strength to be shewn on test at 2S days with 
ordinary, or at 7 days with Rapid Hardening Cement. 

10. GIRDERS CARRYING BRICK WALLS. 

Usual British practice is to design the girder to carry a uniformly distributed load t-qual 
to the weight of the brick^'ork enclosed in an equilateral triangle with the span as base, though 
after the brickwork is set, the actual triangular load on the girder will have a height of only about 
1 /3rd of the span. 

If floor or other loads come on the brickwork immediately above the opening thvymust, 
of course, be added to the weight of the brickwork. 

The deflection in girders carrj-ing brickwork should be limited to I/500th of the &pan 

11. END BEARINGS FOR GIRDERS. 

The following pressures are ordinary safe allowances for walls or pi*rs of mudfrate height: — ■ 



Material. 


Tons per 
sq^ foot. 


xt * 1 Tons per 
Material, ^ / ^. 


Granite 

Portland and Compact Lime- 
stone 

Hard York Stone 

Ordinary Limestone .-. 


30 

20 

15 

6 


Blue Brick in cement *-- 12 

Hard Brick in cement ,,. 8 

Ordinary Brick in cement .,. 5 

Ordinary Brick in lime mor- 

lar •■■ >.. ... f..| 4 



For purposes of calculation it is assumed that the pressure is uniformly distributed over 
the contact surface thought actually, the deflection of the girder tends to concentrate the pressure 
on the edge, which should accordingly be chamfered. 

The London County Council and British Standard Specification 449. base the allowable 
pressures on the ascertained crushing strength of the bricks or stone used. For bricks in cement, 
the allowable pressures range from 4 to 40 tons per square foot, according to the quality of the 
bricks and composition of the mortar. These pressures have to be reduced for walls or piers of 
which the height is more than six times the least dimension : thus, for eight times, reduce by 
20% ; for ten times, reduce by 40% ; for twelve times, reduce by 60% (see page 39 of B S.S, 
449, extracts on page 285 hereof), 

12. BEARING PLATES AND STONE TEMPLATES. 

The area of the plate is determined by the allowable pressure on the material below 
(see § 11 above). The thickness may be calculated as follows ; — 

If a = lateral projection of the plate (inches), 

/ = required thickness (inches). 

P = allowable pressure (tons per square foot) on bearing material. 

/ = allowable flexural stress (lb. per square inch) in the plate, 
then the total upwad load on a 1' strip of the projecting area will be P x a x 2240 4- 144 Ib„ 
setting up a bending moment in the plate of P x a* x 1120 -r 144 inch-pounds, which equals 



CJeatfl. 
Ac. 



CoJtjnii4 

Leads. 



Columf^ 
Hoces. 



Caps, 

SLS05 




ilvcti, - 
Bout. 



iiool 
Cone 



Wcitf:Df, 




iDtriiB. 




Main, 
table I, 






57 



i 




NOTES ON GIRDERS.— Continued 



the resistance moment of the plate, viz,, / x i* ^ 6, 

/, t M= la X yP -^ / approximately. 

The values of / may be taken as follows ! — 

First-class York Stone 80 !b. per square inch. 
Limestone 150 
Granite 180 
Steel 22.4U0 



tt 



n 



at 



** 



If 



n 



wt 



>• 



1> 



• t 



PV 



13. STEEL BEAMS AS TEMPLATES. 

Rolled steel bearns are sometimes used to distribute a heavy load over brickwork. 
B F Beams Grey Proi<-i,s. are useful for this purpose, and a table is given on page (.3 shtNnng 
the "rciuired sections and lengths lor various loads. The mode ol calculation is as follows :— 

(i) The area of contact surface must be such as to limit the pressure per square foot on 
the brickwork to a safe figure— e.g., 10 tons per square foot on hard bricks laid m cement. 

(ii) The flexural. shear and transverse stresses in the template beam are calculated on 
the assumption that the template beam acts as a pair of cantilevers, each bearing a distributed 
load equal to half the total load. 

(iii) The principal compressi\e stress resulting from the combined flexural, shear and 
transverse stresses must not exceed the safe princiiJal compressive stress, as tabulated for 
B F Beams on page 38. and for ordinary steel joists on page 137. This is the factor determining 
Ihe sues and lengths tabulated on page 63 ; the Hexural. shear and transverse strcssts, 
separately considered, arc well below the allowable limits. 

(iv) U the load on the template beam were actually concentrated at a point, as in Fig, 1. 
the -web cf the beam would be liable to buckle as a column by direct pressure. But in practice. 





Fl<. 1. 



Fig. 



the load on the teniplaio beam will almost always be distributed (as in Fig 2) over a length 
■■ i ■' ol the template sufficient to keep the pressure within safe limits. 

In exceptional cases the sufficiency of the web can be investigated as in g 4, page 62. 
!4. STIFFENERS. 

I 

AMien stiffencrs arc employed, the concentrated load or end reaction, as the caAC may 
be, must be regarded as divided between the siiflencrs and the web in proportion to their 
respective capacities 

Tu'O an^lea, one on each side of the web. make the n^ost effective atiffeners, and as the 
radius oJ gVTaiion oJ the pair about the centre of the web will be fairly large, except for 
deep plate girders, the required area of the angles may be safely taken as I square inch per 



NOTES ON GIRDERS.— Continued. 



5} tons of load without further investigation The angles shuuld be ground to fit b<:tvveeu 
the flanges at top and bottom and be connected to the \\eb by a sufficient number of nveis at 
a pitch not greater than 5*. to take up ^vhatev-e^ proportion of the load they a^e assumed to 
carry. This proportion, in the case of Rolled Steel Beams, may be safely taken as 50% (of 
the reaction or load, as the case may be). 

For Plate Girders it is better to regard the capacity of the iveb for resisting compression 
due to direct load as ml, so that stiffeners should be put at all points of concentrated loads 
and reactions. In this case, besides stiffening the ueb against buckling and transmitting 
the load or reaction to the web, they act as connections t3et\\een the top and bottom flanges, 
stiffening the compression fiange against local buckling and lateral flexure. 

The spacing and size of the atiffeners are usually determined by various practical con- 
siderations, but generally the centres of the stiffeners should not be greater than the depth 
of the girder. See also page 284 {" B.S S. 449 "). 

The uebs of B,F. Beams, Grey Process, are designed of sufficient thickness to avoid the 
need of stiffeners under usual conditions of loading. Stiffeners on plain rolled sleel beams 
are relatively costly, since to fit them usually entails extra handling and carriage from mills to 
the constructional yard. 

16. FLOOR GIRDERS IN BUILDINGS. 

Broad Flange Beams are employed M'ith advantage as floor girders in buildings, in such 
cases as the following : — 

[a) If the span and load are beyond the capacity of ordinary' sfeel joists, 

[b) In cases where the depth of an ordinary joist would be so great as to necessitate 
riveting angle shelves to the web to carry the flooring, a considerable saving 
in cost can be effected by substituting Broad Flange Beams, which usually 
enables such angle shelves to be dispensed with. 

[c) In some cases, the extra weight of steel involved in using a shallow girder is more 
than compensated for by the saving in cost resulting from a reduction in the 
thickness of the floors and consequent reduction in the total height of the building. 

(rf) In some types of fire-proof floorings the ample bearing surface afforded by wide 
Banged beams is essential ; in such cases, the fact of the flanges being without 
taper is an additional advantage. 

Fig. 1 shews a typical use of Broad Flange Beams in conjunction with ordinary round 
steel reinforcing bars. 

Fig. 2 shews a similar arrangement, using an OTdinary rolled steel joist of the same carrying 
power ; the superior bearing afforded by the Broad Flange Beam in Fig, 1 is obvious. 



*".*.-?" 

64^ 
x^^- 


■^:^ a.v:-' -^': 






>-■- ^' 


Ui?<'|lTnr7"^ 











Fig. 1. 







Fig. 2, 



Cleats. 

Ac, 



ds. 



CQlumf> 
Notes- 



Caps. 
Sasos 



rjiesT 




Bolu. 





tables 



Codt. 



56 



1' 



STRESSES IIM GIRDERS. 



] 



I FLEXURAL STRESS. 

The various tables of safe loads are for beams freely supported at both 
ends and bearing a uniformly distributed load. The diagrams and formulae on 
pages 45 to 49 provide a ready means of calculating the safe loads and 
deflections for many other conditions of ends and loading. 

The simplest means of providing for irregular loading is to ascertain, by 
calculation or graphically, the maximum bending moment and shear. The 
former divided by the allowable flexural stress — e,g,, 8 tons per square inch — is 
the required section modulus, as given in the tables of properties of the various 
sections of beams, channels, etc. 

2, SHEAR STRESSES, 

The vertical and horizontal shear stresses are equal at any point in a cross 
section ; they decrease from a maximum at the neutral axis to zero in the extreme 
fibres of the flanges. 

The average vertical shear stress is found by dividing the total transverse 
shear by the web area (depth of beam y web thickness). The maximum 
vertical shear stress — at the neutral axis — is about 12^% greater. 

The " maximum distributed loads " tabulated on pages 30 and 174 are 
based on an average shear stress of only 4 tons per square inch, so that the 
maxmium ^tress shall not exceed 4} tons per square inch. 

If t = Thickness of the cross section at the point under consideration. 

A = Arcaof portion of section between the point and the extreme fibre, 
a = Distanceofthecentreofgravity of this area, from the neutral axis, 
I = The moment of inertia of the whole section a»>out the neutral axis, 
S = Total transverse shear {i,e,, vertical shear in a horizontal girder). 
s = Shear stress intensity {transverse and longitudinal), 
then s = (S X A X a) -h [t X 1). 

This formula has been used for obtaining the rivet shear factors tabulated in 
the plated girder tables on page 250, assuming a shear or t>earing stress of 
fi^ or 11 tons respectively. 

3. COMBINED EFFECT OF FLEXURAL AND SHEAR STRESSES- 

fi) In cases where high flexural and shear stresses occur at the same point. • 
besides considering them independentlv, it is necessary also to consider their 
combined effect. They may be resolved at any point into two stresses, compres- 
sive and tensile respectively, one of wh<ch is the greatest stress U> which the 
material is subjected at that point. These tivo stresses are termed the " Principal 

StnaSM/' Their values are J ±x'^i* 4-''^ where /= the flexural stress and 
* = the vertical shear stress at that point. 

The principal compressive and tensile stresses attain their maxima at the 
junctions between the web and^the upper and lower flanges (i.*,, at the fiUcU) 
respectively; these maxima are of equal numerical value. 



eo 



■ *,f,,Clrclew iub>ec<M lo h^vy conctotmletl lc»d,, iffrdcr* with " flwd " ead* «mI hc^rUy loftd^ 
GUiUkir«tB, locludiDg gririAgt bcanti ftod LempUte fltdcrs. 




^' -. 1 1 ' 



^ 




I 



I 



r 



I 

T3 

I 

r 



l-ig. 1. 



Consequently, as the allowable compressive stress in the web (owing to ita 
buckling effect) is less than the allowable tensile stress, the latter may be 
disregarded. 

To calculate the maximum principal compressive stress in a beam, we have 
first to determine at what position in the length of the beam the combined 
effect of shear and flexural stress attains its maximum* and then to determine 
the value of the principal compressive stress at the upper fillet in this cross 
section. 

To find the values of/ and s at this point, we have ; — 

If F = the extreme fibre stress in the cross section under consideration, 
d = total depth of beam, 
c = depth of web between fillets, see Fig, I, 

then / = F X ^ 

N.B. — The values of , arc tabulated on pages 38 and 175 for 
Broad Flange Beams and R.S. Joists respectively. 

The value of s at this point may be taken as the total transverse shear (at 
the cross section under consideration) -f by the web area, namely, hy d X t, 
where t is the web thickness. 

Substituting these values of/ and 5 in the formula on page 60, if the 
maximum principal compressive stress, thus calculated, exceeds the safe 
principal compressive stress (tabulated for B-F. Beams and R.S, Joists on 
pages 38 and 175) then a larger section is required, or else the web of the beam 
must be suitably reinforced throughout the requisite length up to a point where 
the stress falls within safe limits. 

(ii) The safe principal compressive stresses tabulated on pages 38 and 175 are 
calculated on the following basis : — 

The web is assumed to be analogous to a series of struts and ties perpendi- 
cular to each other and set at an angle of 45'' to the neutral axis. The ties 
brace the struts, and this is assumed to be equivalent to halving the effective 
length of the struts. Accordingly, the safe principal compressive stress is 
taken to be the safe compressive stress on a column with fixed ends, of 
length equal to one-half of the depth of the web measured between the 

fillets at an angle of 45* to the axis of the beam; viz., of length 

c ^ 

2 X \^2, The stresses are calculated by Fidler's formula with a factor 

of safety of 4, as tabulated on page 95, 



•This to usually s^lf-evident, and. lor U>e ina}orit7 of the eonunoner cas^s of loading, can be 
readily deduced from liic abeariog force and bending moment diagrams given on pagea *5 to 4a 



Clears. 
ftc. 



Coluniu 



Motes. 



Caps* 
BaMs. 



Plies. 



61 



f 




Klvccs, 
Bolts. 



.#! 



Concetf 



WeJd 







B 



m 



(iii) The shear stress (sj— resulting from combined flexural stress and vertical 
bhear stress at any point— is at a maximum at an an gle oi 45 to the principal 

r Ji 

stresses, in which direction its magnitude is V5'+ 4 . namely, half the algebraic 
difference between the principal stresses. It should not exceed i^ tons per 

square inch. . . ^ *i_ • ■ !• ' 

In any cross section the value of s^ will always be greatest at the junction 

of web and flange, and occurs normally, but nut necessarily, in the same cross 

secUon as that in which the principal compressive stress attains its maximum. 

4, TRANSVERSE STRESS. 

When a girder carries a hea\->' concentrated l<iad it is necessary not only to 
consider the combined effect of the flexural and shear stresses, but also the 
liability of the web to buckle locally as a column. This liability has always to be 
considered m template or grillage beams, but may also arise with any exception- 
ally short heavily loaded beam, either beneath the load or at the bearings. 

Such cases must be examined from two points nf view : — 

(i) If the pressure on the web exceeds the usual allo%vancc of 11 tons 
per stjuare inch (bearing value), the bearing area must be increased 
by ap]>l>ing plates or stiffeners properly ground to fit between the 
flanges. 

(ii) If the ;»tress per square inch in the web exceeds its safe compressive 
stress as a column, either the web area must be increased by plating 
or stilieners designed on the lines indicated on page 58 must be 
added. 

Tlie " safe column stresses " for the webs of B.F. Beams and ordinary 
joists are tabulated on pages 38 and 175 respectively- They are calculated by 
Fidler's formula for columns with fixed ends with a factor of safety of 4, to be 
increased by 50^;, ** there is an}- vibration or impact. 

Inasmuch as the pressure on the web is distributed and ultimately converted 
into a shear stress, it may be assumed for purposes of calculation that the 
pressure is spread over a greater length than the actual length of web under 
compression. 

Thus, if d is the depth of the beam and / is the actual length of web in 
compression, then, in the case of an end reaction (l-ig. 2), the pressure may be 

regarded as distributed o\'er 
alenj;th/+0-3rf. 

In the case of a concen- 
trated load as in Fig. 3, this 
addit inn to the effective 
length may be regarded as 
occurring on both sides, so 
that the length under com- 
pression may be taken as 

/-f 0-6d. 

Fig. t 



orxxxi 




Eoi: 

Int 
suitable 

p« s<jua 




USE 

on hard I 

The 
a toad of 
to 6' V, 

Altei 
suitable i 
coaveniei 

on page ; 

MO 
UrT\ing 

detennini 

andtran! 
'*<]uired, 



TEMPLATE 



62 




B.F. BEAMS, GREY PROCESS, AS TEMPLATES. 



Rolled steel beams can often he employed with advantage to distribute a htavv load over 
a aufticient area of a brick wall or pier, as illustrated in Kn,'s I and 2. 

In the table below, we shew what sections and lengths of 11 F Reams, Grev Procesg. are 
suitable for various loads, and for an allowable pressure cm the brickwork of o'. 8 or 12 tons 
per square foot, as the case may be. These are the maxiiimm jircssures ordinarily allowed 

(see page 57 § II), for 




SUMhien 




Template Beam. 




Fig. 1 



Fig. 8. 



page i) 
respectively — 

(i) Ordinary bricks in 
cement (o tons). 

(ii) Hard (including 
" f.nndon Stock ") 
Hrn. k, m cement 
(8 tons). 

(iii) Blue bricks in 
cement (12 

tons). 



USE OF TABLE. — Suppose a steel template is required to distribute a load of 50 tons, 
on hard bricks laid in cement, the allowable pressure being 8 tons per square foot. 

The table shews that a B F, Beam 14' x 12* x 101 lb y 6' 1 1' long would be suitable for 
a load of 54-6 Ions. Tor a load of 50 tons, the length can be proportionately reduced, viz.. 
to 6' 4*. 

Alternatively, since the table shews that a beam gj' x 8J' x 48 lb X 4' 4' long would l)e 

suitable for a load of 25 tons, a pair of these could be used instead for the 50-ton load, if more 
convenient. 

When used in pairs, template beams should be joined together with separators, as shewn 
on page 74 {or, for ordinary' joists, on page 82). 

IVIODE OF CALCULATION. — The template beam is regarded as a double cantilever, 
carr^-ing a uniformly distributed upward load ; and the section of the template beam is 
determined by the principal compressive stress resulting from the combined riexural. shear 
and trans\'erse stresses in the web. For the loads tabulated below, web stiffeners are not 
required. For fuller explanation, see page 58. 



STIFFENERS 



TEMPLATE 
SECTION. 



Konilnal 



Wt. 

per 
Foot. 



X 
X 
X 

X 



Indies. 

6ix 
6 
7 
8 

81 
10 

11 

12 

14 

16 

18 

eo 



H 

6 
7 
8 

Si 

xlO" 
xll 

xlS 
xl2 
xl2 

xl2 

xia 



Lb. 

23 
25 
35 
44 

48 
r,i 

76 

81 

101 

no 



SAFE LOADS. AND CORRESPONDING LENGTHS AND WEIGHTS FOR ALLOWABLE 

PRESSURES OF 



S Tons per tq. foot. 



Safe IjaaA Ungth U>ii;ht 

oil I of o( 

TcmpUte. TempUtc. Template. 



8 Tone per sq. foot. 



Sar« I.OHI I LeBEtb I Weteht 

in ! of of 

Template. Template. Tcmptalc. 



t2 Tons per tq. foot. 



Safe 1/xi.l t.eagth Weight 

on u( of 

Template. TcmplAtc. Tempbtv. 



Tom. 



9 
8 
3 



10 

II 

16 

20 -3 

22-5 

28-8 

35 

38 



2 

1 



48-8 



4' 
4' 
5' 
6' 
6' 
7' 
7' 
7' 
9' 



£>• 
IW 
7' 
2' 
3- 
0* 
8- 
9' 
11* 



Ib- 

1119 
121 
1 95 
271 
300 
4_*7 

5s:j 

tVJ.s 
WU2 



Ton*. 

12-2 
13 

18 
22 
25 
31 
38 
41 
54 
59 
67 
76 



3 
3 

7 

7 
6 
3 
6 
4 
7 
8 





Lb. 


3' 4' 


77 


3' 5' 


85 


3' 11' 


137 


4' 4' 


191 


4' 4- 


208 


4' 10' 


295 


y 3' 


399 


5' 3' 


425 


6' 11- 


699 


7' 7- 


833 


8' 7' 


1047 


9' tf 

1 


1316 



Tool, 

13-3 
14-2 
19-2 
23-9 
26- 
32- 
39-6 
42-2 
57- 1 
62-0 
72 
82-7 



2' 5' 

2' 5' 

2' 9* 

3' 0' 

3' 0' 

3' 3' 

3' 7' 

3' 7' 
4' 10* 



ti' 



6' 1* 

r or 



Lb. 

56 
60 
96 
132 
144 
198 
272 
290 
488 
578 
742 
945 



Cle»r«. 



Col u till. 
Load*. 



CoIurn;\ 
Notei. 



Cikpj, 
Bams 



folOf, 1 

ri:«s. 




RIvota, 
loltf? 



u;«r 




63 



'i.-' I* - ' 




I 



N 



61 



^: 



m 



CLEATS, FISHPLATES, AND SEPARATORS. 



Cleats and Fishplates : 

For B.F, Beams, Grey PnXHft 
,, Joists, British SuadarJ 



Separator! : 

For B F. Beams. Grey Procan 
,, Joists, British Standard 



**« 



« I * * - * 



•• I • * ■ 



Pagb 

Oft-73 
75-81 



74 
B2 



CItftU. 






CoJumrt 
Notes. 



Cups, 
BaMi. 



r 



^ I 






t tlvaiKt ' 







J, 
L 



■uii 

fc->t 



tU 



85 




:'.'» -• * -• w "i. ! 




I 



CLEATS AND FISHPLATES 



BEAM SECTIONS. 

The connections shown for B.F, Beams, on pages 67 to 73, are designed to suit 
the DiN (medium) weights. They can readily be adapted to suit the other weights. 

SAFE END REACTIONS- 

Tbe Stated safe end reactions are the shear values of the connecting bolts, taken 
as; — 

4 tons per square inch in Web Cleats. 

2 tons per square inch in the Upper Flange Cleat. 

A low value is taken in the latter case, on account of the considerable tens3e 
stress in these bolts. 

(N-B- — The shearing and bearingvaluesof the web rivets, taken as 5 J and 11 
tons per square inch respectively, are greater than the shear values of the bolts.) 

In the absence of diagonal wind bracing, web cleats are useful for stidening the 
structure, especially during erection. They should not therefore be dispensed with, 
even when the beam rests on a bracket designed to support the entire end load, 

CLEATS. 

The supporting bracket or lower flange cleat is not shown in these drawings 
because it will usually be riveted to the supporting member. The upper flange 
cleats here shown have fur their primary function to provide a more rigid connection, 
in the interest of general stability. 

The stated weights are finished wei^jhts, exclusive of field bolts or rivets. 

FISHPLATES. 

Ihese are suitable for an urdinar>^ connection over a stanchion or other support ; 
but when a joint is not over a support, flange plates must be fitted, at least equal 
to the calculated bending moment at that point (it is more usual to design such splices 
to equal the full resistance moment of the beam). It is usual to allow about j' 
clearance between the abutting ends of the beams, thus ;— 




In the case of a long stretch of girders, as in crane runways, provision must be 
made for expansion— usually by slotting the holes in tlie fishplates, and making an 
appropriate allowance in the girder lcng:ths. The variation in length caused by a riw 
or fall in temperature of fiC* Fahrenheit is i' in 31) feet. 

The stated weights are the calculated weights ol the plates, bolts, and nuts, 
less holes in plates and beams. 



66 






•j- 



tk'- 






•S' 



u, 



J>4: 



^'i 



BROAD FLANGE BEAMS, GREY PROCESS, 

STANDARD GIRDER CONNECTIONS. 



For enplanatorv notes, see p-nf e C6. 



B.F. BEAM 6' x 5". 



2V IV 3x3xVl 

>r4Ml ft / > 



Safe End Reactions, 



n'-M 



2V 




^-:-_-^ 




* ■ • • *• 



'2V 6'x3b'x Vl 



WcbOeat? .-. 
Flange Oeat 



Weiehts. 

Web Oeats (excl. bolts) ... per pair 

Upper Flange Cleat {excl. bolts) -.. each 

Fishplates (ind. bolts) -.- per pair 



3-5 tons. 
1 - 8 tons. 



7-2 lb, 
2-7 lb, 

n-3 lb. 



B,F, BEAM 5i' x SJ', 



, ^53 r3V.3WJ5L 




Web Cleats ,.. 
Flange aeat 



Safe End Reactions^ 



3-5 tons. 
1-8 tons. 






Web Cleats (excl. bolls) ... per pair 7-2 lb. 

Upper Flange Cleat (cxcL botts) --. each 5-5 lb. 

Fiijhplates (incl. bolt^] --* per pair 112 lb. 



■A 



h d 







B.F, BEAM 6* x 6*. 



Webacals ..- 
Flange Cleat 



Safe End Reactions. 






Weights. 

Web Cleats (excl. bolts) ... per pair 

Upper Flange Cleat (excl. bolts) .-• each 

Fishplates (iucl, bolts) -.- per pair 



3' 5 tons. 
1-8 tons. 



7-2 lb. 

S 8 lb. 

112 lb. 






i.aW-^'L 







B,F. BEAM 6J' x GJ', 

Web Cleats -., 
Flange Cleat 



Safe End Reactions. 



• I > 



3-5 tons, 
1-8 tons. 



Weights, 

Web Cleats (cxcl. bolls) ... per pair 7-2 lb. 

Upper Flange Cleat (excl. bolls) ... each 6-2 lb. 

Fishplates (incl, bolts) ... per pair 11-2 lb. 




3^* 




B.F. BEAM 7' x 7*. 



WebOcals ... 
Flange Cleat 



Saf« End Reactions. 






WeJehts. 

Web Cleats fexcl, tK>llsj .,. per pair 

Upper Flange Cleat {excl. bolts) ... each 

Fishplates (incl. bolts) ... per pair 



7-0 tons, 
i-tt tons. 



9-6 lb. 

6-9 lb. 

1 1 9 lb. 




Coiuruci 



Columr^ 
Notes. 



Caps. 







Five It, 
BoU£. 



/ 






Wcldtag, 



U 



■u 



thi 



f 



Mm ft. 

tablst 



CMt. 



67 






68 



BROAD FLANGE BEAMS, GREY PROCESS 

STANDARD GIRDER CONN ECTIONS,— Continued. 
For e^Dlanatorv nalcs, »«« pane 66. 



B.F. BEAM 8' x 8'. 



"^ ?3^\3V.V5'l 



8af« End Reactioni. 



■ . > 











Web acats ... 
FJaDgc aeat 



:.¥r^-Hpa I 



-SV.^'L 



Web CJeats (Mcl. bolls) - - per pair 

Upper Flange deal (cxcl. bolls) ... each 
Fishplates (iocl. bolts) ... per pair 



7-0 tons. 
1-8 tons. 



10*6 lb. 

7-7 lb. 

ItZ lb. 



B.F. BEAM 8J' x aj'. 




- 12T-1 



Web Cleats ... 
Flange Cleat 



$afe End Reactions. 



7-D Ions. 
1 - 8 tons. 



zi iMm ' 



:-3S\Vl 



Weishtt. 

Web CleaU (escl. bolts) -.. per pair IS .5 lb< 

Upper FlariEe Cleat (cxcl. bolts) .- each 8-4 lb. 

Fishplates (sncl. boits) .-• per pair 18-7 lb< 



5^* 2»*>V ;■ 



3'^-3V.*<L 




B.F. BEAM gj' y 9i'. 



W'ob Cleats ... 
I'laa^c Cleat 



8af« End Reaction*. 



... 7 tOfU. 
... 3-5 IjOQS. 



Weirhtr 

Wtb Cleats (cxcl. bolts) , , per pair 13-5 lb 

Upper FlaoRc Cleat (cxcl. bolLi) ... each lJ-4 Ib- 

Fishplatcb (incl, bolts) ... per pair 20 lb. 







'*VW; ^"-'•' V.aV.HV 




B.F. BEAM 10' X 10'. 



\VebClcat5 ... 
Flange Cleat 



Safe End fleactiont. 



... 10 6 tons. 
3'& tons. 



Weirhtt. 

Web CleaU (exd, t>oltft) ... per pair 

Upper FtaDKC Cleat [ezcl. boltfl] ... each 

Fishplates fincl. bolts) ... per pair 



U-4 lb. 
11-8 lb. 
tl 2 lb 



B.F. BEAM lOJ' A 101*. 



3y,»v f 



*■» 



i'. 



» « 



aV. sV.HV 







4'h; 



3'^.Hl 



Safe End neact»on«. 

Web Cleats lO-fl tons. 

F*U&ge Cleat 3-d lona. 

Wctffhtm. 

Web CleaU (ezd. bolt^i .. per pair 14-i lb. 

Upper Plani^ Oeal (ezcl. bolU) ... mch 11* 3 lb 

Fi&liplates (Ind. bolts) ... per poir 21 2 lb. 



iOvetj and Bolts. 3/4* dia. Hole*. 13/16' dia For Dimeomoas of Beami, we pp. 16, 17 



'*. 



'*. -9*-* 



.-*' 



'-• ' 



5^' 



iVjV 













.*-*.<-** 




BROAD FLANGE BEAMS, GREY PROCESS. 

STANDARD GIRDER CONNECTIONS,— Continued- 

For exgVanatorv nol^s. see page 6fl. 



B.F. BEAM IT ■ 11'. 



?^3U'iV i 



S^ N/. 



L^^l 




3V. 3W.H\ 






^^V^ 2"VH'\\3;^'.^'l 




Safe End Reactions. 

Web Cleats liJ'Stia; 

Flange CJeal 35 tons. 

Weigrhts. 

Web Cleats (cxcl. holts) .. per pair 15-4 Ih, 

Upper Flange Cleat (excL bolts) -. each 13- 1 lb. 

Fishplates (incl, boltsp .,. per pair 22-6 lb. 



B.F. BEAM 12* 



12'. 






>:S 










WebCleaU ... 
Flange Cleat 



Safe End React Jons- 



• -• Hi tons. 



^4 



iS^'\.. 



■pi V 



I 




'*- * 






2^34' 2H'2V 
^. amrri ft 4 . 4'Hl 



Weight 4. 

Web Cleats (excl, bolts) ... per pair 23 lb. 

Upper Flange Cleat (mcI. bolts) .-. cacb itl-5 lb. 

Fishplates (incl. bolts] ,.» per pair L'S-!* Ib- 



B.F, BEAM ^^Y x 12'. 








^^^sW- i'jH" 6- 4'.h,"L 



8afe End Reactions. 

Web Cleats 14'4 tons. 

Flange Cleat 4'8 toas, 

Weightv 

Web Cleats (excl, boltsi ... per pair 25-7 lb 

Upper Flange Cleat (excl. bolts) ..- eacli ItJ .5 lb 

Fishplates (incl, bolts) -.. pci pair 31-8 lb. 



l.F, BEAM 131' X 12'. 



2H'3h'2ia2V 




ib^ 2-'W V.4-.WL 



wcjehis. 

Web Cleats {excl bolts) -- pa- pair 28-4 lb. 

Upper Flange Cleat (excl. bolls) »- each 16 5 lb. 

Fishplates (incL bolts) ... per pair 31-3 lb, 



B.F. BEAM 14' x 12'. 



2 V 3^' 2 V 2 V 





^^'^L^' s'iV 6'. 4'. Vl 

5*16 



Safe End Reactions. 

Web Cleats ... 14-1 tons. 

Flange Cleat 4-8 tons. 

Weights. 

Web Cleats (exd. bolts) ... per pair 29-S !b, 

Upper FliiDKe Cleat (excl. bolts) ... each 16-5 lb. 

Fishplates (incl. bolts) .,• per pair 356 lb. 



Section ll'xll' 
Sections 12'— 14* 



Rivets and bolts, 3/4' Jia,, Holes 13/16'. 
Rivets aad bolts, 7/8' dia,, Holes 15, 16'. 



Coliiiiiu 



Column 
Notes. 



Caps, 
Bacos. 



Files. : 




Bolu- 



itii 



t 




89 




BROAD FLANGE BEAMS, GREY PROCESS, 

STANDARD GIRDER CONNECTIONS.— Continued. 
For eaolanatorv notes, see pag^ .66. 



B.F. BEAM 15' x 12*. 



2V3V2V2V 



t • ■'• 



4 • 4 ■ e L 







21^' 



^^^ 



2lV^4\ 4". i^'L 



Safe End Reactions. 



Web Clcals . 
Fiaogt a cat 



Weiehts. 

Web CIcau fexd. bolts) .*. per pair 

Vppcr Fliuiye Clcal (excL bolts/ ... each 

Fi:^hplate5 Ut^^l- bolts) ... per pair 



14*4 tons. 
4 - 8 tons. 



Si* 4 lb. 
16-S lb. 
38-6 ]b. 



A' 



>i*. 

n 



B.F. BEAM 16* x 12'. 



•■" 'V. 4'.%L ^r^2v^ 



I^SasTv 




Web Clt^U . 
Flange CJcat 



S«ife End R«act<on». 



— 14 4 tons, 
•w 4-8 toas. 



. w^iehtft. 
V^"cb Ckdts (CxcK bolts* ... 
Vppcr Flange Clcal (excl bollsj 
Fishplates (ioci, txtlts) 



per pair 

each 

per piur 



25 -k lb. 
lb 6 lb, 
3tl 1» lb. 



^1 

^v4 



B-F. BEAM 17' x 12'. 



%*V/^- ?'i 





--.12--- 

4'. 4*. VL '^6 3-. 




'^^ V.4-.'Vl 



Safe End Rcactiorit, 

Web Cleiits -.- .-. ,,- ,-. ,-• 19- ? toaa 

Flange Ocat ... ... ..* ... 4-tttoas. 

Wcishti. 

Web Cleats («cl. boltsj -., per pair L*7 4 lb. 

Upper FlaiiL^c Oeat (cxcl. boH^) ... each lti-5 lb. 

Fi^plules (uicJ. bolls) ... per pair 42-6 lb. 



H 



B,F. BEAM 18* x 12'. 







4-.4'.VL '■-.-^/v.1 




7 - :*! ; i 



■U -it*- • 



I 



t 



s^ V. V-iiTL 



Safe End R««clioni. 
Web Cleats 10-2 tOOS. 



FlMgc Cltrat 



■*• 



i't tons. 



Web Qeau ftxcl. bolU) ... per pAlr 2^-6 lb. 

Upper Flanee Cfcat (ezcl. bolU) .-. each 16-6 lb. 
Fishplates find, bolts) ... per pair M'5 lb. 



K 



>■ 



ISV 



RivcU and bolts. 7/8' dia^ Hol», 16/16' dia. For Dimcnsioni of Beams, kc p. 18. 



70 



' . .1 M Mi' 




BROAD FLANGE BEAMS, GREY PROCESS 

STANDARD GIRDER CONNECTIONS.— Continued, 
For Faptanatorv notei, see o^Kc 6G. 



B.F. BEAM 19' x 12'. 




Web Clcols -, 
Flange Ck-iit 



Safe End RcacUont, 



W V.4'.Vl 



WeichU. 
Wtrb Clcut5 (txil, boU^) ... per pair 

Upper Flanpe CJcat fexcl. bolts) .-• each 
Fishplates [ind, tx4tft) ... per pair 



21 i> too», 
4 - tl tons. 



31 9 lb. 
1^-5 lb. 
UJ-4 lb. 



B.F. BEAM 30 



iT, 



12'. 



2V . 2*6" 2'4 




r- 12 -1 



--■#^ 



Safe End Re«ction«. 




Web Cleats -.- 
FLuige Cleat 



Wt-h Cloiilfi ^excL bolU} .., per pair 

L'ppor Fiance Cle^il ^exd. boltsj .-- each 
Fi±>hpJute^ v^t^^J- bolts) .■* per pair 



24 tons. 
4-A tons. 



33 u lb. 
lt>-5 lb. 
U I lb. 



2V ^. 4*.VL 



B.F- BEAM 22' x 12*. 




Sa^« End Reactions. 



Web Clealfl .., 
Flanse Cleat 



Weicht». 
Web Cleats (exd, boHsi ... 
tipper FUiiRe Cleat lexd. bolU) 
Fishplates ind. t>o1t«) 



per piur 
.. each 
per pair 



24 (I tons. 
4-8 tons. 



37 2 lU 
in .^ lb. 
71 lb. 



4'.4'.Wl 



B.F. BEAM 24' x 12'. 



r '4- ^ ^ ' 




4 • 4".HL 



7>~ 



r-12' -I 

4-*—*- ' 



Sa'c End Rcscttons. 






I t 






^ 



Web Cleats -.- 
Flaotfe Cleat 



,-* 24-0 toM, 
... 4-Ston4. 



Web Cleats (cxcl. bolUj -■■ VW^^ ^^ * *"*■ 

^:pper Flanpe Cleat (exd. t>o3ts) ... each lft-5 lb. 
FishpUtcs (icd. t>olts) .■- per pair T£> 3 lb. 



2^ 4'.4'.S'L 



Rivets and BolU. 7/8' dia. Holes. 15/16' dia. For Dimensions o( Beams, see p- 19. 






Notes. 



Caps. 



ri:«s. 









71 




BROAD FLANGE BEAMS, GREY PROCESS. 

STANDARD GIRDER CONN ECTIONS.— Continued. 






For emplAriAtorv notes. &cc pAfic 66. 



'%.-,J^ Vi 







B.F. BEAM 26' x 12'. 
-12'-H 



i' 






SaTc End Reaction!, 

Web Cl«its S8' ft tons. 

Flange Cleat i-ft loos. 



WeJshtft. 

Web Cleats (cxcl. bollsj ... per pair 43'S lb. 

Tpper riangc Cleat (exd, bolts) ». each I6-6 Jb 

Fiblipl;itcs (ind. bults) ... per pait 85-6 ]b< 



*2^- 4'- 4'- Hi 



B,F, BEAM 28- x 12'. 



■^/S^ ell''-'"- jr"^ 





^ 
* 
O 



i^; 4'.4'.WL 



^ ft 

1 « l- 

I I 
1-' 




I ,\\ 









6cir« End Reactiont- 

WcbCleals 38 8 tons. 

Flaii£c Cleat 4-8 toi» 



Ji* 



Weishtt. 

Web Cleats (extl. bolts; .-, per pair 4<i' I lb 

I'pper I'Iang<? Cleat (excl. bolls) ... .cacli hr& lb 

Fisliplalo (incl- bolts) .-- per puir li2-4 lb. 



f ^4^ • ■* •■ 



B.F. BEAM 30' x 12' 
(N.B. The followtnc druwinck Are to a »mjill«r tCAl»). 




^ . 4 . Wl 






^— — f» *i* * 



r1 



^ ^ *- — r-»|tf 



'• **• • 



Safe End R«act»oni. 

WebCleaU Si e tou. 

nojiiEc deal 4-8 tons. 



Waishta, 

Web ClnU («cl. bolUj ... per pair 02-6 lb. 

upper Flange CJeat (ezcJ. bolts) ... acta lAA tb. 

FUtplate* (iDcl. bolts) ... per pair 1^2% lb. 



• h 



J^ V.^.Vl 



B.F. BEAM 32* . 12'. 



*f4«t 4 r 





WebCteaU ... 
Flange Ocal 



ftaf* End RttAClJonr 



• ■* 



... 35-6 toaa. 
... 4 8 tow. 



Web ClcaU (csd. bolUJ ... per pair 6«-a lb, 

rpper FlanceClnt (etd. bolU) . - each jes lb, 
Fiihplales (lad. bolU) ... per pair 108-8 lb. 



RiveUud UolU, 7/8' dia- Holea« 15/16' dia. For Dimeuioos of Beams, aee pp. 19, 20. 



: 



ft* -i 



V 






■{: 



>■ 



72 



BROAD FLANGE BEAMS, GREY PROCESS 

STANDARD GIRDER CONN ECTIONS.— Continued. 
For explanatory notet. lee pae« 60^ 



B.F. BEAM 34' x 12'. 



7\' .'J^ TV 








Qifc £od Reactions. 



Web ClcaU (cxcJ, boUsj --. p«rr pair 

Upper FliiiiKC Cleat (cxU, l><-)ll5) ... each 
Fi.shp1at<rs (inc]. boU») ... pf.-r p«iir 



38 I tons. 
4'tf ton.^. 



61 C Ih. 
110-4 lb. 



^^ V.^.Wl 






B.F. BEAM 36' > 12'. 







J 

t 






<0 C 



■j-y: "2^' 



-■~h 



4i J.i_*r.-:^r. 



m 



— r**-t 



■ I 



S 



Web Cleats .,. 
Flange Cltui 



S^ife End Reaction*. 



Web CJrat3 (excl. Ix>h4j ... per pair 

irp|»cr FlatiK*^ Cleat (exc!. bolts) ... each 
Fi^hplatc^ (lucl. bolts) ... per pair 



Mi tOQ<(. 



65 5 lb. 

I4» 5 Lh. 

lU'tf 7 lb. 



B,F BEAM 38' >, 12*. 







■ * • « ■ r 







Web Cleats ... 
Flange Cleat 



Sdfe End Reactions. 



WflJghtf- 
\^'eb Cleats (cxcl. boltfij ... per p^ir 

Upper Flange Cleat (exd. tjoUs) -. each 
Fibbi^lates {in^. bulU) ... per [Uir 



43-2 looi. 
4'i tom. 



6d 9 If. 
16-6 II) 

133 5 IK 






jS' . jV 7V 



B.F. BEAM 40* y 12'. 




»;^^.^.'tfL 



1- 




■ r — t 



, f 
I 



...F?^ 









* 



Web Cleats ... 
FUnjfe Oeut 



Safe End React'Ons, 



W«ishtv 
Web Cleats (excl lM>lt»i ... per pair 

Upper Flange Cleat texcl. bolts) .-^ each 
Fishplates (utcl. bolUj ... per pair 



4 14 i> toas. 
4-8 tuu. 



74-4 lb. 

16 & lb. 
140 3 lb. 



Ci '"^ V.4.VL 



aH* 



Rivets and Bolts, 7/S' dia Hole*. 15'16' di» For Punrnsions of Beam*, »ee p 20 



^ 



CoJi«l>iu 



Colunn.i 
tlOUi. 



Cap?. 
>ai«i. 





Cert:, *|4 



w«iii 




in4*. 



» 





SEPARATORS 

FOR BROAD FLANGE BEAMS, GREY PROCESS 

For SeoaratOrt for R.S. JOIltS. Se« tiar^ B2. 



d ) 



74 



C 






1 ' o: 

■ i 



D 



^1: 






! ,?^ 








Nutninal 
Site. 


2 s 


-1 




III 

^ ~ » 

- s s 


■ 
S 

Si 


(68 


o 

s 


1 


14 


1e 


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V M 














ft 




d 


c 


R 


b 




S *- 


Jo«het. 


l,b. 


Iw. 


lu. 


Ini 




Iiu. 




la*. 


la«. 


ln§. 


Ids. 


Lb. 


Lb, 


6 ' ^ 


M 


20 


0-O1 


1^71 


£E 


1| 




3 


3CT9 


19 


4| 


40 


io 


hk • 61 


t:i 


11 


&-«! 


IMS 


£1 

« 


*r 




4 


3>fll 


-47 


A* 


&-5 


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2r» 


\i\ 


«3I 


y^^t 


n 




4 


4-01 


■47 





6-0 


-61 


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31 


1 ■ 


Giyi 


nm 


o*^ 


u 


g 


4 


4-18 


-53 


01 


04 


-OS 


7 >' 7 


3!i 


as 


7-35 


14-44 




ll 


B( 


4-t»2 


ns 


7 


70 


■7ft 


• w B 


41 


-s« 


O'lO 


10-26 




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3 


«l 


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'&tt 





o-o 


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«n 


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1» 14 


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S6 


4 


«s 


0:2 


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01 


10 


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fi' »i 


:►■» 


40 


OOS 


lo-ta 


£l 


4| 




1 


073 


-fl£ 


04 


110 


1-01 


10 - 10 


'VI 


4 ^ 


1043 


2w:7 


»<m 


5 




T 


7 IS 


41 


to 


11-1 


1-OT 


lOt -101 


ft4 


■4T 


10 Ah 


aj « 




ft 







752 


-S5 


101 


11-9 


1-13 


11 '^ii 


76 


■47 


IL 47 


2t 40 




ot 







0-03 


■71 


11 


lA-0 


1-10 


IS -12 


til 


■47 


124? 


24 M 









.:{ 


0-01 


•71 


It 


14-7 


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12&1 


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14 B4 


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111 


11-42 


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^ - * 


11 "M 


110 


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1Z» 


2430 







n 


I2-fi5 


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11 


B4-7 




17 * 1« 


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22 ' 12 


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12-70 


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170 


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12 71 


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24 ^« 


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rK !• m'lvr bri> ■«6>4 ffcMI thr <(tfar« 

6Urt0 and kept M rooui^ witb ibc wrb by lutaiu ul UJU. 



wAi-^i 






Uc>iM»l 



6PACINQ OF SCPADATORft. Thw drpemli cio Uw tfffplk of Uic iMir ««6 Ike Mt«re ni Uw 

rvlc u to pteiv •^ n «l Mii^iurt* ^nd «iiid«r oottocsUaUd l«j*d», »m1 04^ tartlet apttn, t<«Ut I0 Clfttre. tii«ii 

4 ttBtf lAc drpUt ^ .; ^t. ctvOtf . 

W£tOMTS, Th«M arc . >«>lc TiK flfVfc» Utublcd Ifi tht ngbl 

a irun kcpMvUjc* it Ibc ucbbu Afv KniBl 1 fwttef o£mi_ 



tfiin ««iibt ul Uff 



Prop** 



1h/[± 



:',. 



4"/h 



t3 

2';.- 



r-c 



• » 







w 



BRITISH STANDARD JOISTS 

STANDARD GIRDER CONNECTIONS. 




Propertief. D.ice l'^ 



•_-. 



IV. 



.1 



^^"'1 'i. 



2'/4- 1 







A"ht 

I — I 



J2-J-J 
2V.- 



..^>3-4 



IVi 




H 




^*'~ ^i' . 



Vs' 



I- — \r 




r^ 

X 

^ 



it'^^l (" y^ 



- 1— ■ ^ 



2V6 



17.^3'^ 



^ 



2'/- 



2*l2 




♦I-- 



i-^ 






3 



-ir -— f 



^ ^ -^E ->^-t 



2VV 
4'Vi*' 



^ 



•^W 



IV/-^ 



3H 






\T —. 




i jSaif --^ l£^-;-"^ 



X 

;o -2' 



2*/.- 



,p^3-- 



*l, 



rt»//-. 



Joist 3' xM' 


3' X3' 


Weight per fool iUb.) ... A 


tf'5 


Web Ibicktiess fins.) ... -Ifl 


'20 


Rii'«l£ and Bolts, 5/fc" diam. 




Web Cl^ts ; Sale End Reaction, IS tons. 




Weight, 3 -40 lb. per pair". 




Fishplates: „ 4 46 





Joist 


4- y IV 


4.' V 3' 


4!' ■ 


Weigbt per lout 








ll^b.) 


5 


to 


6*5 


Web thickness 








litis.) 


17 


-24 


•IH 


Hole Centres c 


4-11/16- 


4-3/4" 


4-U/l 



M 



Rivets and Dolts, 5 -K" diam. 

Web deals ; Safe Ttnd Reaction. 1 B tons. 

Wcigtil. 4'851b. ptr pa^r. 
Fishplates: „ 6-38 



■I 



»> »» 



It 



Joist 

Web lUiclcDe&s Uns) 

RiveUand Bolts, 3 '4"diani- 

Web Cleats : S.ife End Rcactioti, 3-5 tons. 

WeLeht, S 82 lb, per pair, 
Fishplaits: „ 7-6S „ „ 



5' X 3* > nib, 
■22 



fi 



Joist 

Web thickness I lo:»>l 

Rivets and Bolts, 3/4* diam. 
Web Cleats: Safe End Reaction. 3 5 tons- 
Weight, 5'»2 lb, per ptiir. 
Fishplates: ,. 7 55 



5" y 41' X 20 lb. 
-29 



FUngeCteats; 



ff 



f I 'I 



4 12 



f« 



each. 



Joist 

M"cb Lbickiiess iliis ) 

Rivets and B<4ti. 3 '4" diam- 
Web Cle.iU : SMc lind Reaction, 3 5 tons- 
Weight, 5-»:; lb, per p^it. 
Fishplates: „ 7-fl5 „ 



e* X 3* >^ 12 lb- 
-23 



t» •> 



SAFE END REACTIONS^ These represent Uie shear values of the bolts or rivets through Iht vnih cleats taken 
at 4 toQS per sqaarc inch, except for the first two groups, where 3 lous only per square inch has been allowed. Value 
of flange cleats ignored. 

CLEARANCES Cleats arc usualljr made to project about 1/16" beyond the cut ends, and about 1/4* is usually 
aUowc^l ^jclvvccn fish-plated cuds. 

WEIGHTS. The weights given for fisbplates and deaU are before drilling and do not include bolls or rivets. 



?5 



Coluhiu 
Loads. 



Column 
Notes. 




Caps, 







Rtvoti. : 

iToort, 

Concf et« 



Weldliij 



ej 



tighi 



li«fts 



tmblei 



/ 






I •' 




BRITISH STANDARD JOISTS. 

STANDARD GIRDER CONNECTIONS.— Continued. 

Properties, pace 172- 




I 






"ir- H 










I'// ^^ 



V 



Joist 

Wcjghl per foot (Lb,) 
M>b Uuckness (Ins.) 

Uok Centres a 

nance Cleats: Wdght^^'dl (Lb*) 

Kivctv^ and Bolts, 3/4" diam. 

Veb CIcaU : Safe End Reaction. 3-6 tons. 

Weight, 5-82 lb. per pair, 
Fisliplalrs: „ 7 05 



r X 4j* 


6' X 5 


30 


2fi 


'87 


•41 


2-X/2- 


2-3/4' 


4-7/8- 


4-15/16 


4-12 


4-68 



•' >■ 



tf 



5-27 










tf 



tr- -' 






H^ 







Joist 1 

Ucigbt per (ool (Lb.) 
Web ttiidcncss [Ins.j 
Hole Centres a 

Flangccicats: W^igbt 
eAch, in I.b. ... 



-x4' 


S'x4- 


8' y S' 


16 


U 


28 


-25 


-2B 


-35 1 


21/4" 


2-1/4- 


2-3/4' 


4-3/4' 


4-3/4'' 


4-7/Ji', 


3-«7 


3-67 


4-&d 



a 



x6' 
35 
-35 

3-1/2' 
4-7/tt" 

^'50 



v,r^'^ 



Rivels ofid Dotls, S /4' diam, , but in 4 ' FUngc &/S' dium. 
W cb eicats : Safe End Reaction. 71 lona, 

.. .. Weight, fl <V0 lb. per pair, 
rishplalcs: „ 12-75 



■1 >■ >■ 



2'// 








Joist 9* X 4' V 5! lb. 

Web thidciifi>& ilT^.) -3U 

lUvetA 9oa BoRd; in Web, 3/4' diam. ; in F^n^tft 

B/e-diam 
Web Cleats : Safe Hnd Reaction. 7 ^ 1 tons. 
Wdgbt. 13-6 lb. per pair* 



■ I 



k» 



Fishplates : 






17-8 
3-67,, Cttch. 



tf •■ «■ 



K- 



1 






rv 





Joist 



\ Web tbicknoB llssl} !!! 



©• X 7* X 50 lb. 
*40 



Rivctfi ftnd HolU, 7/8*diniii. 

Web CleAts : fiafe Knd Reaction, 19 toits. 

,* .. Wcigtit. 17-9 lb. per pair. 
FiibpLutc«: ,, Ift-7 



vtP''^ 



yi&Dge Cleatt : 



• r 



g 16 



■• «> 99 



• r 



LCh. 



SAFE 
4 to&l 



END R£ACTiONa Tbee represent tbc tbear values ol tbe t>olU or riveU Uiroiub the wet> dttU takca st 
per t<)uJU-e iocb. VaIuc of flasgc clca.ti ignorcdt 



CLEARANCEa Ci^\A Mit utuollr m^dc tr> project about 1/10' bcjroni the cut eodt, tad about 1/4' i« 
allowed between fksb'pla.tcd ends. 

WEIGHTS Tbc wdfcbu givca f^r &»bpUla an<l web cleaU are befi^rt dnlboi aad d^ DOt Include traits (H rivets* 



73 



I 



Pro 






r^ 



( 






/','.*. 



i 



1" -, 



' .< 



4'/ 






^ 



BRITISH STANDARD JOISTS. 

STANDARD GIRDER CONN ECTIONS.—Contrnued. 
ProDC'ties. Daee 172. 







I _ 






4*« V- W 



■-\r 



'Y ¥;^t 



-• • 



> ♦ 



zt 



V!?"^'" 



'It 




I- 



vi{^yt{''h 







k-cJ 



Joist 

Weight pet foot (I^b.) ,„ 

Web thickness tins.} 

Hole C<?ntr« a 

Flaoge Cleats: Weight ^cli 

ILb.} 
Rivets and Bolts, S W diam. 
Web Clcati; Saje Knd Reaction, 7- 1 loos. 

.J » Wds,Ut, la 6 lb. per pair. 
Fishplates: ,, ir-3 



.^^ 10" X 41 
£5 

■ao 



A VI 



10* V 5' 

W 

■36 

2 3/4' 



Joist 

Web thickness (ini-l 

Rivets and Bolls, 3/4" diam, 
Web Cleats : Safe End Reaction, II tons, 
Weiehl. 13 6 lb. per pair. 

FishpUlea: ,, i: g 

i-kiDge CItata: „ 5-50 „ Ciicli, 



10* X 6" V 40 lb 
30 



Joist 

Web thickness (IDS) 

Rivets and Dalts, 7/8* diam. 
Web Cleats : Safe Hud Reaction. 19 tons. 
Weight, 17 9 lb, perp;iir. 

Fishplates: ,. IS 7 , 

Flange Cleats : ., 10-5 ,. each. 



fO' X 8' ^< 55 lb 
-40 



Joist 

Weight per foot ILb.),., 

Web thickness (Ids.) .^. 
Uolc Centres a 

Flange Cleats : Weight 
each (I,b.) 
Rivets and Boits, 3/4'diam. 
Web Cleats: Safe End Reaction, 11 tons. 

,, ,, Weight, 15 '5 lb. per pair. 

Fishplates: 20-4 



12' V 5* 


12* V 6' f 


32 


41 , 


35 


40 1 


2-3/4' 


3-1/2" 1 


4-7/8' 


4'T/8* 1 


4-58 


5-50 



!2' X 6 
54 

-50 

3-1/ 2" 

&■ 

5 50 



ff »■ 



SAFE END REACTIONS. These represent tlie shear values of the bolls or rivets through the web cleats taken at 
4 tons per sqaarc inch. Value of flange cleats ignored. 

CLEARANCES. Cleats are usually made to project about 1/16' beyond the cut ends, and about )/4' i± usually 
ajl(>wcd bctwcca fi^-pUted ends, 

WEIGHTS, The ureights givea for fishplates aad web cleats are before dfilling and do not include bolts or rivets. 



ColuiH» 
Loads. 



Notes. 



Caps, 
Basos. 



Files. 




i IHvou, 
Bolti. < 



J. 







Weldin 



inertia. 




Moat) 




teblei. 



77 




BRITISH STANDARD JOISTS. 

STANDARD GIRDER CONNECTIONS.— Continued. 



Prooerties, page 172 




h-'-^'^ 



t_Srtm± 



A % 



i 



:'3' 



\ 



Vi 




J2i , ,, . _. 

4^ iiL- ■ r - 




3Vl' 







I'/.' 



«: 



-X 



• 



-12*1- 

I • ' * I 



\. 12- . 










IV.-; 3(;-rr-^r- 

- -- 1 ■ i ^ * * 



2v4 



1 r I 



VivV 










I — » f 1 ' 






ft- 



Joist 

Web thickness ilns.) 

KivcU anil Bulls, 7/S' diam. 
Web Cleats : Safe End Reaction, 19 Ions, 
Wciglit, 24 -5 lb. per txiir. 

Fishplates: ,, 25-5 

FltingcClMls' ,. 10 5 „ dch. 



12' X 8" X 65 \h 
-4S 



Joist 

Web tbickDc^s ilns-* ... 
Rivets and Bolts, 3/4' diam. 
Web Cleats : Safe End Re^Ltion, II tous, 
Wejgbt, 17-1 lb- per T>:iir, 

PishpMcs; ., 22-U 

Pliingc Cleats: ,, 4-6 ,, «icb. 



13" X 5^X35 lb 



W ' 3' 

40 

-40 

4-1'/a" 



Joist 

WcJiiUl per liK/t iLb,) 

Weh tliKkDcss ilns.) 

Molr Centres c ... 
Rivets it»i\ Uolts. 3 4" diam. 
Web Cleals : Safe Kud Reaction, 14 tons. 
.. ., Weijibt, 10-4 lb, per piir. 

Fishplates : „ 2hb 

FUntfe CIettt£ : ., &-6 „ c»cb. 



:i7 

■&0 

6* 



■*• 



■ *« 



Joist 

Web thickness flni-) .., 
RivelA And Bolts, 7/t>' dbun. 
Web Clcau : Suit JZud Rciictivo, S'J ti>u. 
Wcjghl, i;!* 4 lb. perpftir. 

Fishplates: „ ai> 6 , 

Flange Clcau : „ 106 „ Cicb- 



U' X 8" X 70 lb. 

■4e 



WEIGHTS. Tb« wdghU slvai (or fiaHpUla uu] wtb cl«U uc Wore dnUiaj ud do nut iududc bolU m nveU- 



78 



Pr 










y 



i. 



I 

L 




2^ 



'r 



II ■ 




h '^ 



•^f- m: tiv»-. 



BRITISH STANDARD JOISTS. 

STANDARD GIRDER CONNECTIONS. — Continued. 
Properties, page 172. 




-^ 






\z 






2V. 






V.' 







Vi 




^4 



■^■>* 



« 



Xi-- 



ir 







-^ '5-. : 





r; 



Jo'st 

Weight per foot (Lb.) 

Web thickness (Ins.) 

Hole Centres .; 

Flange Cleats : Weight each (1.1).) 

Rivets aud Bolts. 3/4' diam. 

Web Clcnts : Safe End Reaction, 14 tuns. 

Weight. IC!) lb. per pair. 
Fishplates : „ 30 6 



15' >^ 5- 


15* V 6 


4:^ 


4r^ 


-42 


-3» 


4-IV16" 


i-T/H- 


4 5S 


5 5U 



" *i %• 



16' > 6 
50 
'40 
5-7/16" 



Joist 

Wtjght p*r fool (ib.) .„ \ 

Web thickness tins.) 
Hole Centres c 

Rivets apd Bott3 7,'S*diam- 
WebCJeats: Safe End Reaclion. 19 tons. 

„ >f Weight, 25 6 JL. per pair. 

Fishplates : „ 40 8 „ ,, 

Flange Cleats: „ 7 a5 „ cudj. 



16' * 6' 
6-9/16' 



Joist 

Web thickness ilns,) 

Rivtisan<J Bolts, 7/8" dlam. 
Web Cleats ; Safe Ead Reaction, 20 tons. 
Weight, 35 lb. per pair. 

Fishplates: „ 37-4 

Flange Cleats: „ 10 5 „ cach. 



16' V a* > 75 lb. 

-4» 



Joist 

Web ibickn*^ flos.) -,. 
Rivets and BolU, 7/8" diam, 
Web Cl»t5 : Safe Bod Reaction, 10 tons. 
„ „ Weight. £9-7 lb, per pair. 

Fishplates: ,, 47 6 

Flange Cleats: ,, 7-65 ^^ each. 



18' *< 6' > 55 Ib^ 
-4S 



SAFE END REACTIONS. These represent the shear values of th« bolts &r rivets through the web cleats tAkeo at 
4 tons per square loch. Value of flange cleats igaored. 

CLEARANCES. Cleats are usually made to project about 1/16" beyood the cut ends, and about 1/1* is usually 
allowed between gsbplated ends. 

WEIGHTS. The weights given for fishplates and web de^ts are before drillins and do not include bolta or rivcta. 






Column 
Nous. 



Cap$. 
Bftcos. 



Potot, 




HWois, 

&Oll£.^ 



Tlooi 




lD«rtla 



>Mi 



/ (' 



T 




BRITISH STANDARD JOISTS. 

STANDARD GIRDER CONNECTIONS.— Continued. 

Properties, (>aEe172. 



4"-4*- V«' 




I'/j* 



-- \T 



-^p-3'S 



"1 



E=^ 



-tt^^ 



i>^ 



3==r 



'a 




2"; 



4 



r4%4--v.- '"'^iri 



:\r- 



•> 



x4 



I r 

14 ^ 

I 

_L 



1 






2: 



j» 



•/; 




r 



r 12" 

4-. 4-- v.- ''':>^,,^ 




•1 ••: 



a_ 



V ^ ^ 



16' 

I 



^_._L.^ 





♦ 


4^ « 


4 


% 


# 


♦ 


4 


4 


# 


♦ 


♦ 


♦ 


♦ 


.♦ 



f - 



Joist 

Rivets anii Bulls, 7/8' diiani. 

Web CtcaU : Safe End Reaction, 10 toEU, 

Weight, 29-7 lb. per pair 
FishplfltrS' .. 47 6 



18* X 7* X75 lb 
-5& 



Joist 

Web thickness (Ins,) ,,, 
KLveU and Bolts. 7/8" diam. 
Web Cleats : S^fr Fad Reaction. 19 tons, 
WeiBhl, 20 7 lb. per pair. 

FLshplflto: „ 47'fl , 

rUnge Cleats: ., 10-& „ each. 



18' X 8' X 80 Uy 
50 



Joist 

WeiK^t Twr foot (I,b,J 66 

u eb thicicncM (las.) -46 

Hrjk Ccotrcs ^ (-7/1^ 

Flange Cleats ; Weight mcli (I,b.) BBO 
RiveU and Bolt^. 7/H- dUm. 
WcbCiaU: Safe Bad R»ctioD. 24 toos. 

Weight, 34-0 lb, per pair. 
FtshpUles: ^ i 



» 20' xer 20' X 7t" 

I W 

' 5'6/*l* 
I » Hi 



t> 



VP 



SAFE END REACTIONS These reT>Te*CDt the sbar values ot tbe bolts ur rivets through the web cleats tAkcti at 
4 tons pet M^uarc lOch. Value ol Aaage cIcfttS Ignored* 

CLEARANCE& Clcsts .ire usoaUy made io project about l/ie* bero&d the cut ends, aad about 1/4* Is 
aUowed between fisfa'platcd ends. 

WEIGHTS. The weights given for ^hpUtcs and web deals are tvclore dritling and do not include taolts or rivets. 



80 



i 



IS' 



I^J 



r- 



r 



w 



!.t 



1- 



•lama, 



BRITISH STANDARD JOISTS. 

STANDARD GIRDER CONNECTIONS.— Continued. 
ProDcrtiet. ■>«■« 172 






i: 



'-.12'- 




> 






i 



I8' 






ft 



i^ 



\ 



■/l" 



2% 

^ r 







Joltl 

w^b thickocw iliu.) 

KiveU Asd Bolts, 7/0' diAm. 

Web Ck«.t* ; S*f« Encl Rf'A-^Uofli, S4 l-xii 

Wrtttil, 3pI :i Jb pvT pftir. 
FuhpUt"* ,. 6t 2 



SO 



■*7 



Jofft 

RlveU ftod BcilU, 7/8* dun 

Web CksU : S.4/* Ead Rr»cUoQ, » fotM. 

Wdgbt.t^ A lb 
FUtapUt«« : ,. « „ 



lt> 



'• ■• 



■• 



SAFE END REACTIONS Tbcw rvprarttt lb« Ibar 



of \M€ bolli Of fivffti 



CLEARANCES- Octli Arc vMAllf ludc to protect AUiat I 16' bcroail tbc cat 
WElQHTa Tbr wtigtiU fivcA for Miptelcs And «vb datt arc bcfort dfUM« ud do w4 



ud Afaoot t/4* to 
iadvdA taoHi or nvrtA. 



81 



I 



Co J U f 1 1 b 

Loads. 



tei. 



r. t.. 



'Vi 



t Jt 



Cm- :U 







Ml 



u 




CAST IRON SEPARATORS, 

FOR BRITISH STANDARD JOISTS, 
For Notes and Illustrations, see Qage 74. 



Joisl£, 



Size. 






H 



zs 



^ t^-r: 



Overall Width, 



2 



3 
Joists. 



Bolts. 



Itns. 



6 
6 
6 
7 

8 
8 
8 
9 



X 



X 
X. 

X 
X 



18 X 
20 X 
20 X 
22 X 
24 X 



3 

s 

4 

4 

S 
6 
4 



9x7 
10 - 4i 
10 > 5 
10 X 6 



10 X 8 
12 X 5 
12 X e 
12 X 6 

12 X 8 

13 X 5 

14 X 6 
14 X 6 

14 X 8 

15 X 5 

15 X 6 

16 X 6 

16 X 6 
16 X 8 
18 X 6 
18 X 7 



8 

7 
7* 



l.b. 


Ill£ 


12 


•23 


2il 


•37 


26 


■41 


16 


■25 


1 





2& 
35 
21 

50* 
25 
30 
40 

55 
32 
44 
54 

65 

35 
46 
57 



70 


•46 


42 


•42 


45 


•38 


50 


•40 



62 
75 
55 
75 

80 

65 
«9 
75 
95 



Ins, 

3-23 
4-87 
5-41 
425 



28 4-28 
33 5-35 

35 I 6-35 
30 ' 4-30 

40 7-40 
30 ] 4-8U 

36 I 5-36 
36 6-36 



40 
35 
40 
50 



50 
45 



8-40 
5-35 
6-40 
6-50 



43 8-43 

35 5-33 

40 6-40 

50 6-50 



646 
542 
6 38 

6-40 



55 6 55 

48 6-48 

42 6-42 

55 7 55 



«-50 
6-95 



60 8IU 
50 , 7-50 
57 8 07 



Ins. 



Iiu. 



6-23 9-46 

9-37 14-24 

10 -41 15-82 

8-25 12-50 

8-28 12-56 

10-35 15^70 

12-35 18-70 

8-30 12-60 

I 

14-40 21-80 

9-30 1410 

10-36 15-72 

12-36 18'72 



16-40 24-80 

10-35 15-70 

12-40 18-80 

12-50 19 00 



16-43 24-80 

10-35 15-70 

12-40 18-80 

12-50 19 00 



16-46 24-92 

10-42 13^84 

12-38 18-76 

12-40 18-80 



12-55 1910 

I6-4S 24-96 

12-42 18-84 

14-55 22-10 

16-50 25-00 

13-45 20-40 

15-60 23-70 

14-50 22-00 

15-57 23-07 



? It 



5/8 
5/S 
5/8 
5/8 

3/4 

3/4 
3/4 

3/4 

3/i 
3/i 
3/4 

9/* 
3/4 

a/4 

3/4 

a/4 

3/-1 

8/4 

8/4 
3/4 

8/4 

3/4 
7/8 
7/8 



7/8 
7/8 
7/8 
7/8 



7/8 
7/8 
7/8 

7/8 
7/8 



u a 



2 
2 
2 
3 

4 

3i 
3i 
4l 

3J 

H 

5 

4i 
7 

7 

7 

Oi 
8 
9 
9 

8 
10 
10 
lOJ 

lOJ 
10 
121 
12 

12 

131 
13 
15| 
17 









Ids. Ins. las. 



41 
Gi 
6j 
51 

31 

6i 
7i 
5i 

9 

6i 
61 

7i 

10 
6i 
8 
8 

10 

6i 

8 

8 

10 

7 
8 
8 

«i 
lOi 

8 
»i 

lOJ 

8| 

10 

n 



2-90 
2-90 

3-40 
2-65 
4-11 
411 

419 
4-87 
-ill 
4 -55 



4 
4 
4 
4 
4 



■87 
36 
79 
53 
62 



Separators. 



Deplb. 






12 
12 

11} 
131 
131 
14 

14 
131 
16 
15J 

15J 

171 

17 

20 

21 






Lb. 


Ins. 


1-34 


5 


I 1-64 


■11 


1-73 


41 


1-51 


6 






2-34 


7 


2-59 


6} 


2-84 


G 


2-34 


n 


315 


6» 


2-46 


81 


2-59 


81 


2-84 


8 


3-40 


7i 


2-59 


101 


2-90 


10 ; 


2-90 

1 


10 


1 
3-40 


91 


2-59 


lU 



Ids. 

4-41 
4 03 

3-75 
5-36 

6-28 
5-74 
5-25 
7-12 

5-69 
7-84 
7-77 
713 

6 ■.'56 
9-79 
9-30 
8-80 



10-3 

12-5 



12-8 
12-3 
15-0 
14-6 

14-2 
16-8 
16-3 
18-7 
20-2 



if 



Ins, 

'37 
'47 
■51 
-35 

-38 
■45 
-61 

•40 

-69 
•49 
•46 
•61 

•77 
■45 
•50 
•60 



8-32 I -77 
10-5 i -53 
1 1 -3 I -50 
10 8 -60 



■77 
52 



12-2 i -61 
131 \ -61 



-65 
■77 
■61 
■65 

■77 
65 
'70 
>69 
■73 



t 






I 



li.4 



ft— 



Ins. 

3/8 
3/8 
3/8 
3/8 

1/2 
1/2 
1/2 
1/2 

1/2 
>/8 



5/8 
6/8 
6/8 
5/8 

8/8 
8/8 
B/B 

»/• 
»/» 



Ins., Lb. 



3 

5 
4 

4 
5 
6 
4 



■48 
•44 
•44 
■58 

•91 
•84 

-76 
101 



1/2 


5 


1/2 


6 


1/2 


8 


>/« 


5 


1/2 


6 


1/2 


6 


1/2; 8 


1/2 5 


X/2 6 


1/2 6 

1 


1/2. 8 


1/2 5 


B/8 6 


6/8 


6 



7 -84 
41 110 
MO 
104 

•97 
1-36 
1-30 
1-30 



1-23 
1*49 
1-56 
1-56 

1-49 
1-75 

219 
2-27 

2-27 
2-19 
2-60 
2-52 

246 
2-84 
2-76 
325 
341 



I 



6 
8 
6 
7 

8 

6^ 

7* 
7 

7J 



82 



.2 *^ 



Lb. 

2-5 
30 
3-2 
34 

4-8 
5-4 
5-7 
5-2 

7-0 
6-1 
6-7 
7-4 

6 9 

8 
8 9 

8-9 

110 

8-6 

10-5 

10-5 

13 1 

9-9 

14-4 

14-9 

149 

18-6 
16 9 
18 9 

211 
183 
22 
24-0 

26 8 




SAFE LOADS FOR 
BROAD FLANGE BEAMS, GREY PROCESS, 

AS STANCHIONS 



Colurii» 
LOAd*. 



Note J. 



Standard sections 

Extra wide flanged sections 



Page 
S4*91 

92 



N^B.— See next three chapters for General Notes on Staocliioos. Caps 
and Bases. Poles and Tiles. For working stresses, sec page 95. 



PRINTED ELSEWHERE 



Safe loads for Angles as Struts... 



Safe loads for R,S, Joists as Stanchions 



198 
177 



83 



Caps, 




Polo I, 








'"5 




/ 



1 ^ r ■ 










yI i lYb B.F. BEAMS, GREY PROCESS: AS STANCHIONS, 




1 X l..-i SAFE CENTRAL LOADS BY BRITISH STANDARD FORMULA, 

■ ■ 




U- J--J 






Fgr Holes, se« page 90. 




Nominal 
Siw. 


U'dght 
Foot. 


> 


R^diiot 
Gyratiau. 


BeadiDg 

Morn oat 
MultijiUcrs. 


Eccentric 

Load 
MuJUpllen- 


Area. 


12 


SAFE LOADS 




d X b 


Kj By 


XX YY 


Ftinec, Web. 


A 


1 ! 
8 ft. ' 9 ft 10 ft. 

1 




Ins. 


Lb. 


In9. 


Ids. 


1 


1 


Ins.' 




Tods. Toas. Tons. 

^ 1 






11-0 


a 


1-56 


98 


■76 2 03 


241 1 20 


3 22 


12 -2 


13 


11 91 






14-2 


a 1-65 


103 


■72 1-86 


2-43 119 


4-18 


11-7 


17 ' 15 13 




4 v 4 


14-8 


a 1-62 


I 01 


■75 1-93 


2-48 1-25 


4-36 


11-9 


18 15 13 






23 2 


(ir 1-74 


106 


■73 1 -82 


2^61 1-35 


682 


11-3 


29 


25 22 






13-2 


a 193 


1-18 


■60 1-68 


2-35 1-17 


3-87 


102 


19 


16 14 






170 


a 2 02 


1-23 


-58 1-56 


2-36 1-16 


501 


9^76 


25 


22 20 




5x5 


IIH 


a 1 -98 


1-20 


60 1-64 


2-42 1^21 


524 


lO-O 


26 


23 20 






27-9 


<ir 2 10 


1-25 


■59 1 -56 


2-53 1-30 


819 


9-60 


■11 ' 37 33 






16-4 


a 2-25 

1 


1-36 


-51 . 1-46 


234 116 


4-82 


8-82 


26 


24 21 






21 1 


rt 2-39 


t-46 


-48 1-29 


233 112 


6-21 


8 22 


35 ' 32 30 




5Jy 5} 


23-4 


a* 2-31 


1-39 


-52 1-43 


2 42 1-22 


6 84 


864 


1 

37 34 31 






47'J '.'t 'i-53 


1-49 


■50 1-31 


263 1-41 


14 08 


8 05 


80 ; 74 69 

1 






17-6 


«• 2-43 


t'46 


■47 1-36 


233 115 


516 


822 


29 • 27 25 






22-8 


a 2-57 


1 56 


■45 1-21 


2-32 I 11 


670 


7 69 


39 ' 36 34 




6x6 


24-9 


a* 2-49 


1-49 


■48 , 1-34 


2-40 t'2l 


7-33 


8 06 


42 39 36 






51-3 


ar 2-71 


1-59 


■46 ' 1-33 


2 56 1-39 


1507 


7-55 


89 83 77 






20-0 


a 2 55 


1 54 


■45 1-31 


1 

234 1-16 


5-87 


7 ■TO 


34 32 29 






26-3 


a 2-74 

1 


1 66 


■42 114 


2-32 1-11 


7-75 


7 23 


46 44 41 




61 X 6^ 


30-8 


a 2 64 


1 59 


■45 1 25 


2 42 1-22 


9 05 


7-55 


53 


50 46 






56 


(ir 2-85 


1-69 


■44 1-15 


2 58 1-36 


16-48 


7 10 


99 


94 ^ 88 






24-S 


a* 2-93 


1-74 


-40 I -16 


2^35 M5 


7-28 


690 


44 42 , 40 






31-9 


a 3 09 


1-87 


■37 101 


2-32 , 111 


9-37 


6 42 


59 1 56 , 53 




7x7 


34-7 


d* 3 01 


1-79 


■39 1-10 


2-39 1-19 


10-20 


6-70 


63 60 57 






63-0 


ar 3-20 

1 


1 88 


■39 1-04 


2-53 1 33 


IS 52 


638 


116 , 111 106 




30- 1 


a* 3-24 


1 95 


■36 103 


2 34 M4 


8 84 


6^15 


56 54 51 




38 


a 3 44 


2 07 


-33 -92 


2-31 111 


1118 


5-80 


72 


69 67 




8x8 43-6 


a* 3 34 


2 00 


•35 -98 


2-39 1-19 


1282 


GOO 


82 j 79 76 






71-6 


ar 3 53 


2-08 


•35 -94 


2-50 1-30 


21-06 


5-77 


135 , 131 126 






34-5 


d 3-62 


2 15 


•32 92 


231 I^13 


10 15 


5-58 


1 ' 

66 64 62 






44-6 


a 3-80 


2 28 


■30 -83 


2 30 111 


13-11 


5 26 


86 1 84 81 




8)X 8i , 480 


fl« 3-70 


2-20 


■32 -90 


2-37 117 


14-12 


5-46 


92 89 86 






78-8 


ar 3-89 


2 28 


-31 -86 


2 48 1 27 


2317 


5-27 


152 148 141 






40-9 


a 3 93 


2-35 


■29 ^84 


2-31 113 


12 02 


511 


79 77 75 






51-9 


a 414 


2-4S 


•28 -77 


2-30 111 


15 27 


4 84 


101 99 97 




9ix 9i 58-7 


a 4 03 


2-40 


•20 -82 


2-37 118 


1725 


4 99 


114 Ml t09 




92-2 


ar A 21 2 49 


•29 -7« 


247 1 26 


"2711 


4-82 


180 176 172 









1 



B.F. 

SAFE 



lUt ltd 
Xm. 

;-9 
11 
II 

19 

12 
17 

17 
29 

19 
27 
28 
62 

22 

31 
32 
71 

27 
3S 

12 

3? 
SO 

loa 

72 

la> 

3» 
78 
S3 

t}> 

73 

105 



84 



B.F. BEAMSj GREY PROCESS: AS STANCHIONS. 

SAFE CENTRAL LOADS BY BRITISH STANDARD FORMULA— Cont'd. 




SAFE LOAOS- 



II ft. I 12 ft- ' 13 ft. 14 ft. ' 15 ft. ' 19 ft. 17 ft. ' 19 ft. i 19 ft. ' 20 ft. 



22 rt. ' 24 ft. ' S8 f t. I 82 ft. 46 ft. 



Tons. 

7-9 
11 
11 
19 

12 
17 
17 
29 

19 
27 
28 
02 

22 
3t 
32 
71 

27 
38 
43 
82 

37 

50 

53 

H>0 

49 

64 

72 

120 



Tons, 



73 

94 

105 

1)^8 



Tuns. Tons. Tons, Tons. Tods. Tons. 



Tods. Tods. Tons. Tons. Tons. 



17 


15 


13 


24 


21 


19 


25 


22 


2U 


se 


50 


45 


20 


18 


16 


28 


25 


23 


29 


26 


23 


ti4 


59 


53 


24 


22 


20 


35 


32 


29 



70 

91 

102 

162 



39 

^^ 

34 
47 

50 I 

94 

! 

46' 
61 
68 
115 



35 
69 

31 
44 
46 
87 

43 

57 

64 

108 



32 
63 

29 
40 
42 
SO 

40 

54 

60 

102 



12 
17 
IS 
41 

14 

21 
21 
48 

18 

26 
29 
57 

26 
37 
38 
74 

37 
50 
55 
95 



59 


56 


54 


78 


75 


72 


83 


79 


76 


139 


133 


127 



51 47 

68 G5 

72 I 68 

121 115 



67 

88 

97 

156 



64 

84 
93 

150 



11 

16 
16 
37 

13 
19 
19 
43 

16 
24 

26 
52 

24 

34 
35 
68 

34 
47 
51 
S8 

44 

61 

63 

11)8 




61 

80 
89 

143 



5S 


54 


50 


47 


77 


73 


68 


64 


85 


79 


74 


70 


137 


130 


122 


U4 



44 

60 

66 

108 



39 

53 
57 
95 



34 

47 
50 
83 



27 
37 
40 
66 



21 

29 
31 
52 



■ > * 

17 
18 
30 

17 
24 
26 
12 



Nominal 
Deptli 



Ids. 



5J 



6 



61 



8 



81 



9i 




Column 
Nous. 






/ 







83 





Cttl« 





1 


^ r 


'1 














4 


— ^Yb B.F. BEAMS, GREY 


PROCESS: AS STANCHIONS. 




! 


^ i 


.J SAFE 


CENTRAL 


LOADS BY 


BRITrSH STANDARD FORMULA. 




K 


-d -^ 








■ 




' For Notes, see p«ee 90, 
















Bending 


Eccentric 










Nominal 


WdEht 


k 

t 


Radii or 


Moment 


1 l^ad 


Area. 


■ j^ 


SAFE LOADS. 






3UC. 


per 
Foot. 




Gyration. 


MultipUeis. 


Multipliers. 




12 
























I 1 




d 


*( b 




^^^ 


K« 


Ky 


XX 


YY 


Flange. 


Web. 


A 




8 ft. Oft. 1 10 ft. 






Ids. 


Lb. 




Ins. 


Ins. 










Ins.' 


ToQS. Tods. 


Too*. 








44-2 


a* 


412 


2-46 


■28 


•80 


2 30 


112 


12-99 


4-88 ; 86 8-t 


82 








55-6 


a 


4-32 


2-59 


■26 


-73 


2-30 




•11 


16-36 


4-63 109 107 


105 




10 


xlO 


611 


fl» 


4-24 


2-50 


■28 


•78 


2^36 




•17 


17-98 


479 120 117 


114 








103 


af 


4-43 


2 80 


■27 


•75 


2-48 




•27 


30-26 


4 62 202 198 


194 








46-1) 


(J 


4. 31 


2-56 


-26 


-77 


2-29 




-12 


13 52 


4-69 90 88 


86 








59-5 


a 


4-50 


2-69 


■25 


■71 


2-29 




■11 


I750 


4-46 118 115 


113 




101 


xlOi 


G3-i; 


a 


4-40 


2-60 


-27 


-76 


2-35 




•16 


1871 


4 61 125 123 


120 








110 


ar 


4-64 


2-71 


■26 


-72 


2^49 




28 


34 02 


4-43 229 22i 


220 








'. 1 ■ -1 1 a 


4-61 


2-76 


■25 


-72 


2-3U 




11 


15 09 


4-35 102 100 


98 








o:-7 


a 


4-85 


2-89 


•23 


•66 


2-29 




11 


19-92 


4-15 ' 135 133 


130 




11 


xll 


75-7 


0" 


4-73 


2 81 


■25 


•70 


2-36 




16 


22 26 


4-27 151 148 


145 








135 


ar 


5 00 


2-93 


■24 


•66 


2-49 




28 


39 60 


4-10 270 265 


260 








&8-9 


a* 


4-99 


2-96 


-23 


-67 


2-30 




12 


17-31 


4 05 lis 116 


114 








76-4 


a 


5-20 


310 




•61 


2-29 




10 


22-46 


387 154 152 


149 




12 


xl2 


81-2 


a* 


5-09 


3 01 


-23 


-65 


2 35 




15 


23 87 


3 99 163 160 


158 








158 


ar 


5-42 


315 


-23 


-62 


2-49 




28 


46 34 


381 319 314 


309 








658 


a 


5-30 


2 95 


•22 


•67 


2-30 




12 


19 33 


4-07 132 130 


127 








81-4 


a 


5-53 


3 08 


■21 


•62 


2-29 




11 


23-94 


3-90 164 162 


159 




12i 


xl2 


90 3 


a 


5-40 


2 99 


-22 


-66 


2 36 




17 


26-55 


4 01 182 ! 178 


175 








166 ar 


5-74 


313 


-21 


-62 


2-49 




28 


48-81 


3 83 336 330 


325 








70-7 


a 


5-65 


2 93 


-20 


-68 


2 32 




13 


20-77 


4 30 142 139 


136 








86-2 


a 


5-85 


3-06 


•20 


-63 


2-31 




12 


25-35 


3 ■ 92 174 


171 


168 




13} 


xl2 


916 


a 


5-74 


2-97 


■20 


-67 


2 36 




17 


26-95 


4 04 184 i 181 


178 








1C8 


ar 


6 07 


3 11 


■20 


•63 


2-43 




29 


49-53 


3-86 340 335 


329 








75-7 a 5-93 


2-91 


■19 


■69 


2 33 




14 


22 24 


4-12 151 149 


146 








91 3 a t> 18 


3 04 


■19 


■64 


2 31 




12 


26 84 


3 95 184 181 


177 




14 


xl2 


101 a* C 04 


2-96 


■19 


■68 


2 38 




19 


29 68 


4 05 203 199 


195 








170 a> 

i 


6-34 


3 08 


■19 


64 


2-48 




29 


50-03 


3 90 343 338 


332 








80 r. b 


6-29 


2-90 


-18 


■70 


2 35 




15 


2374 


4 14 162 1 169 


156 








96 3 . b 


6-51 


3 03 


-18 


-64 


2-32 




13 


28 31 


3 96 194 191 


187 




15 


xl2 


102 b 


6-38 


2-94 


-18 


-68 


2 38 




19 


30 12 


4-08 205 202 


198 








172 fcr 


6-67 


3 o<; 


-18 


■65 


2-4.8 




30 


60 74 


3 93 , 348 342 


336 








84 9 a ; 6-60 


2-90 


•18 


•70 


2 34 




15 


24-93 


4 14 170 167 


164 








101 


a 


6-83 


301 


•17 


•65 


2 33 




14 


29-81 


3-99 204 200 


197 




18 


xl2 


110 


a 


6-71 


2 95 


•17 


•68 


2-38 




19 


32-32 


4 07 220 217 


213 








172 


ar 


6-95 


304 


■17 


■66 


247 


t-29 


5065 


3-94 347 1 341 

1 


335 









I 



80 
102 
111 

190 

H 
111 
U7 

216 



ISA 



10 It. 



S3 

109 

114 
1» 

86 
1)3 
120 

220 

93 
130 
lib 

260 

114 
149 
15S 
309 

127 

159 

V^ 
32;' 

136 
168 
ITS 
329 



B.F. BEAMS, GREY PROCESS: AS STANCHIONS. 

SAFE CENTRAL LOADS BY BRITISH STANDARD FORMULA.— Cont'd. 




Tans. 

80 
102 
Ul 
190 

84 
111 
117 
21f) 

9G 
128 
142 
255 

112 

146 
155 
303 

125 
156 
172 
319 

134 
165 
174 
323 

143 

174 
192 
326 

153 
IS4 
194 
330 

teo 

193 
209 
329 



SAFE LOADS- 



I I I I i I I 

11 ft, 12 ft. i 13 rt. , U It. 15 rt. 16 ft. 17 ft. ' 18 ft. IS ft. 



soft. 22 (t. 24 ft. 28 ft. 32 ft. 36 tt. 



Tods. ' Tons. 



77 

99 

108 

184 

82 
108 
114 
210 



74 

96 

104 

179 

79 

105 

no 

204 



94 91 

120 i 122 

139 1 135 

250 244 



no 

144 
152 
298 

123 
153 
IGO 
313 

131 
162 
171 
317 

140 
171 
188 
320 

150 
180 
191 
324 

157 
190 
205 
323 



107 
141 
149 
•2^2 

120 
150 
165 
308 

128 
159 
167 
311 

137 
168 
184 
314 

146 
177 
18t5 
318 

153 
186 
200 
316 



Tons. 

71 

92 

100 

171 

76 
101 
100 
197 

88 
119 
132 
238 

104 
138 
145 
280 

116 

147 
161 
300 

125 
155 
163 
304 

133 
163 
179 
306 

142 
172 
181 
309 

149 
181 
195 

308 



1 



176 
302 

144 
176 
189 
300 



Tons. 


Tods. 


68 


65 


89 


85 


94 


91 


165 


158 


73 


70 


97 


93 


102 


97 


190 


182 


85 


82 


115 


111 


127 


122 


231 


223 


101 


98 


134 


130 


141 


136 1 


278 


271 


113 


1 
109 


143 


138 


156 


151 1 


293 


285 1 

[1 


121 


117 


151 


146 


158 


153 


296 


288 


129 


125 : 


159 


154 : 


174 


168 


298 


289 


138 

1 f.O 


133 



170 
292 

139 
170 
182 
291 



Tons. 


Tods. 


61 


58 


81 


77 


86 


81 


150 


143 


66 


63 


89 


85 


93 


88 


174 


IG7 


79 


75 


107 


1U3 


117 


112 


215 


206 


94 


91 


126 


122 


132 


127 


262 


253 


105 


101 


134 


129 


140 


140 


275 


2U6 


112 


108 


141 


136 


147 


142 


278 


268 


120 


115 


149 


143 


162 


156 


280 


270 


128 


123 


157 


151 


164 


157 


282 


272 


134 


129 


161 


158 


176 


169 



Tons. Tuiis. Tuns . Imis. Tuns. 



281 271 



87 
117 
122 
245 

97 
124 

13.T 

257 

104 
131 
130 
259 

111 
138 
150 
260 

118 

146 
151 
262 

124 
152 
163 
261 



54 

72 

76 

134 

59 

81 

83 

158 

72 

99 : 
108 
198 . 



51 

68 

72 

126 

56 

76 

78 

149 

68 

94 

102 

190 



I 84 
I 113 

' 117 
236 

93 
120 
130 
247 



250 

106 
133 
143 

250 



45 

61 

63 

113 

49 

68 

70 

134 

61 
84 
91 

170 

75 
103 
1 00 
216 

84 

109 
117 
226 



99 89 
12G 115 
131 118 



228 

95 
121 

129 
228 



39 
53 
56 i 
99 

43 

60 

61 

118 

54 
76 

82 
154 

68 

93 

96 

190 

76 

99 
106 
205 

81 
104 
109 
206 

86 

109 
117 
206 



Tods. 




35 
18 ^ 
49 
9j 

43 
61 

65 
123 

55 
76 

77 
IGU 

61 

80 

85 

167 

65 

84 

86 

!68 

68 
88 

94 
167 



112 


101 


91 


73 


140 


127 


115 


92 ' 


145 


130 


117 


94 1 


253 


229 


207 


168 


lis 


106 


95 


76 


146 


132 


120 


97 


156 


140 


127 


101 


254 


227 


206 


166 , 



27 




39 


31 i 


39 


:ii 


1 1 


02 


35 


28 


50 


40 


53 


4:1 


102 


H-l 


4.'. 


37 


62 


52 


61 


.52 


132 


110 


50 


41 


Gt. 


.'")5 


70 


57 


138 


115 


53 


43 


69 


57 


71 


57 


138 


116 


57 


4G 


73 


60 


77 


63 


13S 


116 


60 


48 


76 


03 


7b 


63 



138 115 



63 

8(1 

84 

137 



51 

65 

68 

113 



Nominal 
Depth. 



Ins. 



10 



101 



11 



12 



12.1 



13i 



14 



13 



16 



Column 
Holes. 



Caps, 
BaMi. 



/ 



Pole J, 

Plies. . 




JHvotJ, 
Bolt;/ 




^ 




67 




If 4 1 
l44i 




B.F. BEAMS, GREY PROCESS : AS STANCHIONS. 

SAFE CENTRAL LOADS BY BRITISH STANDARD FORMULA. 



i.-d ^ 



For Note*, see pac« 90 



NomioiiJ 

sue. 



d X 6 



Wdffht 

per 

Fool- 



> 
Q 



Radii or 



Si 






XX YY 



Eccentric 

Load 

^ulupiicrs 



FUnge, Web. 



Area. 



le 



tCi 



SAFE LOADS 



8fU 



Oft. 



Ins. 



17 X 12 






18 X 12 



19 X 12 



SO X 12 



22 X 12 



24 X 12 



26 y. 12 



28 > 12 



30 X 12 



St X IS 



Lb. 

107 

112 
175 

y6-3 
113 
122 
175 



lOS 
125 

i:i5 

ISO 

113 
132 
139 
185 

124 
141 
152 
191 

12fi 
157 
196 

141 

171 
201 

145 
176 
207 

159 
ISO 
212 



J 
b 
b 
br 

a 
a 

. / ! 



102 ' c 

119 ] c 

124 , c 

178 cr 



a 
a 
or 

e 

c 

c 

er 



b 
b 
br 

b 

b 

6r 

b 
b 
br 

b 
b 

br 



Ins. 
7 03 

7 23 
7-13 
7-36 

7-39 
7-63 
7-51 
7-73 

7-82 
6 03 
7-91 

8 13 

8 18 

a-43 

8-29 

8-47 

9 00 
9 23 
9 09 
9-27 



b 0-74 
b lOOO 
b ' 9-85 

f.f 9-99 



Ins. 
2 88 
2-99 
2-93 
3-02 

2-86 
2-97 
2-91 
2-99 

2-84 
2-95 
2-88 
2-96 

2-82 
2 93 
2 87 
2 93 

2 78 
2-89 
2-82 
2-89 

2-74 
2-85 
2-78 
2-84 



10 52 2-70 
10-63 2-74 
10-77 2-80 

11-26 2-67 
11-37 2-71 
11-48 , 2-75 

1202 2-63 

1213 , 2-67 
12-24 2 71 

12-81 2 61 
12-89 2-64 
12-M 2-68 



16 

16 
16 
16 

16 
15 

IG 
16 

1.^ 
M 
15 

IS 

14 
14 
14 
14 

13 
13 

13 
13 

12 
12 
12 
12 



10 
10 
10 

10 
10 
09 



■71 

-66 

-69 

67 

•72 
■67 
■70 
■67 

■73 
■68 
•71 

■69 

74 
■69 
■72 
■70 

■76 
■71 
■74 
■72 

-78 

-73 
•76 
•74 

■80 
■79 
■76 

•82 
■81 
■79 

85 
■83 
■81 

86 

85 
83 



2-34 
2-34 
2-38 
2-47 

2-35 
2-35 
2-39 
2-46 

2-37 
2-36 
2 40 
246 

2 38 
2-36 
2^41 
2-46 

2-39 
2-38 
2 42 
246 



2-47 
2-48 
2 -SO 



t-16 
1-15 
1-19 
1-29 

1-17 

1-16 
1-21 
1-26 

118 
1-17 
1-21 
1-29 

119 

1-17 
1-23 
1-29 

1-19 
1 19 
1-23 

1-30 



2-41 I 21 
2-39 1-20 
2-44 I 1-26 
2-47 : 1-31 

2 42 1 22 
2-45 1 26 
2-48 132 

245 1-24 
2 47 1-29 
249 1-33 



1 25 
1-29 
1-34 



2-48 1-27 
2-49 1-30 
2-51 1-34 



las' 

26 57 
31-42 
32-86 
51-50 

28-29 
33-18 
35-90 
51-47 

30 00 
34-86 
36 48 

52-29 

31-73 

36-64 
39-57 
52-91 

33-20 
38 92 
40 81 
54 54 

36-47 
41-40 
44-78 

56-04 

37-55 
46-10 
57-67 

41-44 

50 22 
59-11 

42-61 
51-62 
60-74 

46-84 

53 01 
62-37 



417 
401 
4-10 
3-98 

4-20 
404 

4-13 
4 02 

4-23 

4-07 
4-16 

4-05 

4-26 
4-10 
4-19 
4-09 

4-32 

4-15 
4-25 
4-15 

4-38 
4-21 
4-31 
4-23 

4-44 
4-38 
4-29 

4-49 
4-43 

4-36 

4-56 
4 40 
4 42 

4-60 
4-55 
4-48 



204 
238 
248 

357 



246 
28t 
303 

381 

253 
311 
390 

279 
338 
399 

286 
347 
409 

314 
356 

420 



200 
234 
243 
350 



215 211 

250 I 245 

269 I 264 

361 I 354 

225 220 

265 260 

277 271 

371 364 



241 
276 
297 
373 

248 
305 
383 

273 
331 
391 



307 
348 
411 



10 It- 



Tons. 


Toos. 


181 


177 


215 


211 


224 


220 


353 


347 


192 


189 


227 


223 


244 


240 


352 


346 



174 
207 
216 
340 

18 J 
219 
236 
340 

196 

229 
239 
344 

207 
241 
259 
:i48 

216 
255 

206 
357 

237 
271 
291 
366 

243 
299 
375 

267 
325 
384 



280 J74 

340 3i:t 
401 3J.( 



301 
341 
4U3 



88 



B.F 

SAFE 



tlA »l 



I 



Tan. Ttiii 

171 16 

3M 2U< 

312 201 

^34 321 

]SI 171 

21 j 211 

231 22; 

331 ii; 

m m 

:;■ ^21 

M8 331 

203 IN 

J36 232 

m 24:. 

3*1 334 

in 207 

230 246 

161 255 

3S1 Ui 

212 22« 

Ki 260 
J« 279 

JM JSl 



231 


232 


!» 


•iXt, 


*t 


Uo 


K3 


255 


JU 


3 10 


i:s 


366 


34 


2fin 


IX 


'i\l 


HJ 


375 




1 


li 


¥• ' 


-^ 


^ 






^m 


.i.,,,,^ 










[ 


B.F. BEAMS, 


GREY PROCESS: AS STANCHIONS. 


I 


-1 






SAFE CENTRAL LOADS BY BRITISH STANDARD FORMULA.— Cont'd. 


1 


1 




1 




SAFE LOADS. 




Korulaal 














Depth. 






1 ' 
lift 12 It. : 1311. 14ft 1 


r 
15 ft. 10 It. 17 ft. lait 

1 
1 


t 

IV IL 20 ft. 23 ft. 


24 ft. 2Sft. 


Ult. 


30 ft. 






I 
Tons. ToDd. 


Tons. Tons. 1 


Tons, 


Tons. 


Tons. 


Tons. 


1 

Tons. Tons. 


Tons. 


Tons. Tons. 


Tons. 


Tons. 


Ins. 






171 


167 


163 


158 


153 


148 


142 


137 


131 125 ' 112 


101 


81 


e>6 


53 








204 


200 


195 


190 


185 


1 79 1 72 


166 


160 154 139 


125 


101 83 


68 








212 208 


203 


197 


192 


185 178 i 172 


165 157 ' 141 


127 


103 84 


68 


17 






334 


328 


321 313 
173 168 


305 


295 1 284 ' 274 


264 253 


230 


:;u8 

106 


167 138 
85 70 


114 








181 ! 178 


163 157 


151 145 


139 132 118 


56 






215 . 210 


206 200 


195 188 


181 


17J> 


I6S 161 145 


131 


106 


87 


71 








231 i 227 221 215 


208 


201 194 1 186 


179 171 153 138 


111 


91 


73 


18 






334 327 , 320 


311 


303 

172 
204 


293 

166 
197 


283 1 272 

1 

159 153 


262 251 


227 


205 


165 

89 
109 


136 

73 
90 


111 








192 188 
225 221 


183 1 178 
215 j 210 


146 139 124 112 
175 168 151 137 


58 






190 


183 


74 






235 230 


224 1 218 


211 ; 203 


196 


188 


180 172 154 139 


111 


91 


73 


19 






338 331 324 , 315 


306 : 295 


285 


274 
161 


264 253 

1 

154 146 


227 205 
131 117 


165 
93 


136 
76 1 


111 








203 , 199 193 


188 


183 


174 167 


61 






236 232 


226 


220 


213 


206 198 


191 


183 175 ' 157 , 142 


114 


94 


76 








254 249 


242 


236 


228 


220 


211 


203 


195 185 ! 166 , 150 j 120 


99 : 


79 


20 






34 1 334 

1 

212 207 


326 
201 


318 

195 
233 


308 

188 
225 


297 287 - 276 
181 , 174 ' 166 


265 253 

159 150 
193 184 


227 


205 


165 136 


110 








134 120 
165 148 


95 
119 


78 
98 


fii 






250 246 239 


217 


209 201 


78 






261 255 249 


242 


233 


224 


215 207 


198 188 168 ' 151 120 


99 


79 


22 






351 344 

232 226 


335 


326 


315 
205 


304 


293 


281 


270 257 231 
172 162 j 145 


208 
129 


166 
103 


137 
84 


110 








220 1 213 


197 189 : 181 


67 






265 . 260 


253 


246 


238 ' 229 220 ' 212 


203 193 ' 173 


155 


123 


102 


82 








285 279 


271 


263 


253 t 244 ' 234 


224 


214 202 1 181 


162 


129 


106 


85 


24 






359 ' 351 1 342 


332 


321 309 


298 


285 


274 260 


233 


209 


166 


137 


no 








238 ' 232 


1 
225 217 


209 


201 \ 192 


184 


174 164 


147 


130 


104 ' 84 


68 








293 286 278 \ 269 


259 


■248 


238 


229 


217 205 ' 183 i 163 


130 106 


85 


26 






308 360 350 

L 


340 


328 


316 


303 


291 


278 263 235 211 

1 

1 


167 


138 


110 








262 255 


247 


239 


229 


220 


211 


201 


190 ' 179 1 160 


141 113 


91 


73 








318 310 


30! 


291 


280 


269 258 


247 


234 220 : 197 ' 175 | 140 


113 


91 


28 






376 306 


356 


345 


332 


320 


307 


294 


280 264 


236 


210 


167 


137 


110 








208 ' 260 


253 


243 


233 


224 i 214 


203 


192 181 161 


142 


114 


90 


73 








320 317 


308 1 297 


285 


274 


262 


250 


236 222 199 : 176 1 141 


113 


91 


30 






385 375 


364 1 352 

1 


339 


326 


312 


298 


282 266 239 ' 211 

1 


169 ' 137 

1 


110 








294 ' 285 


1 

277 266 


255 


244 


234 


222 


209 ' 197 175 


154 


123 


98 


79 








334 324 


315 


303 


291 


279 272 


254 


240 225 201 


177 142 


113 


92 


32 






394 384 


372 


359 


1 

346 


331 317 


303 


286 j 269 241 


213 171 


137 


111 














Column 
Notes. 



B^£os. 



f 



Piles. 




Rtveii, 

BoUs- 



ji» 



"Baor* 



Weidioc 




li]«rtta 



1 







/ 




88 



m 

mi 




B.F. BEAMS, GREY PROCESS: AS STANCHIONS 

SAFE CENTRAL LOADS BY BRITISH STANDARD FORMULA. 






Size. 



d ' b 



Weight 
pa 

Fool. 



> 



Ra<liio( 
Gytdtioit. 



Deodicg 

Moment 

Multiplies. 



S 



XX 



w 



Eccentric 
Multipliers- 



Flange. Web. 



Area. 



12 



SAFE LOADS 



8 ft. 



Btt. 



10 ft. 



Ins. 



34- 12 



36 V 12 



38 ■ 12 



40 12 



i.b. 
174 

21N 

179 
201 

223 

183 
20(5 
229 

18S 
211 
234 



c 
c 
cr 

C 

c 

cr 



13-54 
13-61 

13-60 



2 57 
2 61 
2 63 



14-28 I 2-54 
14-35 2-57 
14-40 2-60 



f 15 Ot 
c 15 Ofi 
cr 15-13 



2-51 
2 54 
2-57 



b 15 7J 2 48 
b 15-81 ! 2-51 
br l5-8». 2 51 



•09 
•09 
•09 

-09 
-09 
-09 

•08 
-08 
•08 

-08 
-08 

08 



89 
86 
86 

91 
89 
88 

93 
91 
90 

95 
94 
92 



2 
2 
2 

2 
2 
2 

2 
2 
2 

2 
2 

2 



49 
SI 
53 

51 

53 



1-30 
J -33 
I 36 

1-30 
1-34 



54 


1-37 


53 


1 31 


54 


1-3-1 


55 


1 37 


54 


1-32 


55 


1-35 


57 


1-38 



IlIS.> 

51-20 
57-47 

63-97 

52-58 
58-95 
65-60 

53 90 
60-42 
67-23 

55-21 

61-89 
68 85 



4 
4 
4 

4 

4 
4 

4 
4 
4 



€7 
61 
56 

72 
67 
62 

78 
72 
67 



4-84 
4 78 
4-73 



Tons. 


Tods. 


342 


335 


385 


377 , 


429 


420 


351 


S43 


392 


384 



Tcr.i. 

328 
369 
411 

336 
375 
439 43U 420 



343 
385 

430 

350 
394 
439 



359 


351 


403 


394 


449 


440 


367 


358 


412 


403 


459 


449 



t- STRESSES AND SAFE LOADS, The tabulated loads are calculated by the British Stajidard 
formula \B.S S, 449) for hinged endi — "ends adequately restrained in posiuoa but not to 
For the corresponding strcwcs, and lor other conditions of ends, sec page 95, 



direction 



2. 12 ^g,. To find the l/g^ for any of the above sections, multiply the tabulated 12/gy by 
the height in feet, 

3. ziCZAO HHE. Heights to the right of the £ig-zag line exceed It^Ogy, only permissible 
for subsidiary compression members in B.S.S. 44d, § 15. 

4 BENDING MOMENT AND ECCENTRIC LOAD MULTIPLIERS When a statichton is ccceothcaily 
loaded by a girder cleated to it, multiply the load by the tabulated Eccentric Load Mutuplur 
using the hgures beaded '*\Veb" if the conocctioo is to the web of the stanchion) ; the result 
IS the equivalent central load. For other cases of bending momeni — r.g,, from wind pressure — 
calculate the Bending Moment (mch-toas), and multiply it by the tabulated Bmdifig Stonu^i 
MuUxplur. The result, added to the actual vertical load, gives the equivalent cer.twal load. For 
further expLanatioo, see pa|rcft 06 to 100. 



r 



1 



B.I 

SAF 



\ 



art iJ 



Tbw. Tgi 

320 . 31 
361 3o 

m 39 



m 



31 

3? 



m 32 



4;u 



341 



4o: 



33( 



M 37: 



i WE 

(i 

(ii 
TV* 

*ngbt 



V 

" DC* 



B.F. BEAMS, GREY PROCESS: AS STANCHIONS. 

SAFE CENTRAL LOADS BY BRITISH STANDARD FORMULA— Cont'd. 




SATE LOAOa 



KOBlB«J 



u It. 12 ft. 13 !t- urt 15 !t. ' lert. , i7ft. iau lun, 20 rt tzu un. 20 tv zzn uu 



Tool. 


Tooi. 


320 


311 


:ioi 


350 


403 


391 


327 


317 


aU6 


355 


411 


399 


334 


324 


376 


364 


420 


407 


341 


330 


384 


372 


428 


415 , 



Toai. Toa*- Ton*. Tons. Toaf> Ton*. Toiu^ Totu 

30! 2m 277 2ti3 253 239 224 

340 32ti 313 300 287 272 250 

380 3m 351 336 322 30(> , 289 



307 
345 
386 



2'i4 282 269 
332 3IK 301 
371 357 342 



257 242 227 

2'.t 1 274 258 
32fi 30'J 201 



Ton*. 


ToBw. 


212 


188 


241 


215 


272 


243 


215 


1011 


213 


2I(> 



Tons. I Tons- 



274 24 1 



312 290 280 274 2i;0 245 230 
352 338 I 323 309 2'Mi 278 2H0 
394 37U . 303 347 331 313 294 



318 304 , 291 278 
358 343 329 314 
401 385 , 34i8 353 



2(13 217 232 



208 
330 



280 
317 



2G4 

297 



217 


191 


216 


218 


278 


246 


219 


192 


240 


219 


280 


248 



165 
189 
214 

167 
190 
215 

168 
192 
216 

169 

192 
218 



132 

152 
171 

133 

152 
172 



Tooi 


i .': *, 1 


1U3 


81 


120 


97 


I-(7 


111 

HI 

96 


III! 


11^* 


lit; 


110 1 






34 



8« 




131 



105 
120 



86 

98 

110 



40 



5. WEIOMTS P£R FOOT, The various weights listed (or each scctioo are ; — 

(i) Up to 24' X 12', thu Dit:, Dil. Din, ami Dir s^fncs respectively, as explained 
on page 2L 

{ii) Above 2A' X 12', the Dts, I)in\ and I>ir serii:^ respectively. 

These are all obtainable with equal f.icility from the mills, except that the Dir ^maximum 
weif^ht^ M-nes can only be supplied in the nnnitnum quantities tabulated on page 2H6 ; the 
weights marked wjth an a^ten^k are stockod in the L'mtcd Kiiigduin. 

6. iNT£RMtDtAT£ WEIQKT8 All scctions cao bc rolled to wriKhts intermediate between the 
tabulated nimiin.L .uid maxnna, subject to the conilitions explained on pages 11 and 2HU, 

7 DEurvenv The meanings o( the symbols are aii foIlow» : — 

{a) Average rolhng d^^te^ 3-4 weeks. 
{b) Average rolhng dated 4-6 weeks. 
ic) Average roUmg dates 6-8 weeks. 

The addition of an dutehsk meaos stocked in the United Kingdom, 

N,B, -Thftse indication* of the time requiretl f«»r de!iver>* refer to normal pre-war 
conditMiis. Por the pres^Mit positiun (I94H), nee mAe at forjt of page 0. 



a O£SCRI0E WHEN ORDERING AS " Broad Flange Deams, Crey Process, ...' x 
nominaJ/^ See also page 287 ('" Tests "), 



X ... lb. 



Calam.'^ 
Meter 



£;^v 





91 








y 



^Irli 


EXTRA WIDE FLANGED 

B.F. BEAMS, GREY PROCESS: AS STANCHIONS. 


1 


1-- d--^ 


SAFE LOADS BY BRITISH STANDARD FORMULA. 




Exact Sixc. 


R«7<ion Moment of Radii of BendinR 
«-«gli, "o^""" lowtia , Gyration ZZ^^ 
per ' 


Eccentric 

Load 
Multlptien 


Aica. 


12 




d X b 


Fm>l 

■ 1 ^. 


Zv '. 


I 

V 

Ins.* 


B, 1 8, 


XX 


YY 


Flsngt: 


W-eb 


A 


*> 




Ins. 


Ub. 1 IM* 

1 


ID».' lnfl.< 


Ins. Ins. 










laM.* 






3 70 ; 5 12 


13-6 5-4|2-75 101 70 1-59 1-33; -73 


1-45, 2-35 


I-14 


3-99 


9- 02 




4 40 : 5-91 


15-8 7-9 3-6G 17-7 

1 


lU-8 1-95 1 1-53 


-59 


1-26 


2-32 


M2 ' 4-64 


7-84 




524 ^ e 69 


10-3 11-3 r.OO 29-6 


16-7 2-29 1-72 -50 


113 


2-31 


1-12 5-66 G-98 




5-63 X 7-09 


20-4 13-0, j-60 30-0 1 19-9 ! 2*47 1-82 '46 


1-07 


2*30 


1-12 6-01 6-59 




5-91 7 48 


23-1 15-3 6-61 45-3 21 7 2-58 t-91 -44 103 


2-31 


112 n-79 6-28 




8"77 787 


27-2 20-G 8-14 69-9 32-1 


2-96 2-00 -39 -98 


2-31 


113 7-99, 6-00 




7-48 > 8 66 


328 27-5 10-8 103 46-9 


3-27 2-21 -35 


■89 


2-31 


113 


9-63 


5-43 




d X b 


SAFE LOADS. 




» (u » lu 


r ' 1 1 r 

i5fi, nil. i2fr na loa 1 wtv i soft. 22ft. znt 


2a ft 


32 ft. 




Ink. 


Toos. 


r 

Tons- 


ta&i. , Tcms. TofW- Tool. 


Toni, Topji. Tons. , Tons. Tons. 


Tons. 


T<MI« 




3 70 5 12 


21 


19 17 15 14 11 


8-e 1 7-0 5-8 1 4-9 


> •• 1 ■«> 


• ■ ■ 




4 49 » 91 


27 , 25 23 1 21 19 16 13 , 10 | S 7 ' 7-3 1 6-3 ... 


>■ • 




5-24 / 6 69 


34 1 33 :il 29 26 22 18 15 13 | 


11 


9-5 7-1 


•■ • 




& 63 y. 7-09 


37 


36 34 32 30 


23 21 


18 


35 


13 11 8-4 ... 




5 91 y 7-48 


43 f 41 39 37 35 30 > 26 


22 


19 


16 II 10 1 ... 




6 77 y 7 87 


SI 49 47 45 42 \ 37 32 27 23 


20 ! 17 1 


1 
13 10 




7-48 - 8-66 


63 


61 59 57 55 4'.i 43 38 33 1 28 

■ ■ . 1 


25 


19 


15 




1. The sections tabulated above are primirily dfrsigned for use as Polee. but they alio 
make hiKbly efficient sunchiona. as may be seen by companng ihcir safe loads with thow 
of the standard sections. 




The w 


■ide flange are also cminrnfly suitable for welded coDnectiou, 




2. Thcae 
extra if urdemr 


sizes arc obtainable ffrom mill*) as readily as the standard ti«s aod without 
1 ID quantitir&of at least 10 tunaol a size. 

- 





0S 



NOTES ON COLUMNS 



Formulae 

Safe stresses 

Choice of sections ... 

Eccentric loads 

Bases (see also below) 

Foundations 

Wind bracing 

Typical stanchion details (riveted) 



PRINTED ELSEWHERE 



Tables of Safe Loads ; 

Broad Flange Beams. Grey Process 
Joists, British Standard 
Solid round steel columns 
Angles 

Caps and bases : 

Standard, for BF. Beams 

Poles 

Piles and Sheet Piling 

Typical stanchion details (welded; 



•»■ 



■ • • 



Page 

95 

94-96 

101 

103 

105 

106-109 



Page 

84 

177 

189 

198 

II] 
lo4 
165 
242 



83 



Coluffi."* 
Motes. 



Caps, 

B&cos. 


















Well: 




ill. 



Ti*d*i, 




•-*l 



NOTES ON STANCHIONS. 



K TABULATED SAFE LOADS, 

In the present edition, the various tables of sAfe loads for columns are all calculated by 
the British Standard formula (B.SS. 449. 1937) : for mUd steel, and for " both ends held in 
position but unrestrained in direction/' which is equivalent lo assuming hinged ends. The 
same stresses have been adopted in the London County Councirs By-Laws (1937)*, They 
are tabulated on the opposite page ; and with them, for comparison, the stresses calculated 
by Fidler's formula for fixed ends, 

2. END FIXING. 

In the chapter headed "Tests, Extras" will be found notes and extracts from BS.S. 
Xo, 449 (§16), giving definitions of end fixing and effective length. In general, if the ends of 
a Dilumn are not " fixed/' the effect is the same as increasing the length of the column ; the 
following are the appropriate multipliers according to various authorities. 

EuUr. Fidkr. B.S.S, 

Both ends fixed 1 1 *7 

One cad fixed, one hinged 1-1/3 1-1/4 -86 

Both ends hing<^d 2 1-2/3 1 

One end fixed, one free 4 3-1/3 1 to 2 

The assumption of fixed ends-— even with the reduced multiplier^ proposed by Fidlcr and 
the BS.S, — should be made only uhen the conditions are exceptionally favourable, as in the 
bottom tier of interior stanchions in a steel frame building of moderate height, where the 
stanchions are connected to girders on all (our sides, and the loading is sjTiimctncal, 

B S.S. 449 — 1937 says that a column may gen<"rally be assumed to have its end " held in 
position " (hinged) when the resistance moment of the restraining member and its connections 
is equal to - 25 of the resistance moment of the compression member (as a beam w ith 8 tons per 
sq. inch extreme fibre stress) for values of / g up lo 120 ; or, for higher values, the resistance 
moment multiplied by -25— -Oli (l/g — 120), 

Up to a length of 120 //g a column wjtha fixed, flat, or square end. soaj to distribute the 
load unifomjy over the entire area of its section, may generally be assumed lo have an end 
connection with a moment of resistance equal lo ■2J5 of the resistance moment of the compression 
member and to be edeclnely restrained (against crippling due to a?cial loading). If the length 
exceeds 120 l/i, the ends may generally be taken to be partially resuained. 



Vt 



\ 

I 
B 

10 

12 
14 
Ifl 
19 



M 



3. CHOICE OF SECTIONS. 

WTicre saving of space is the main consideratioo, the choice may be bct^veen employing 
girders over long spans without intermediate supports, or using solid round steel colunuis^ 
despite the considerable extra cost involved. 

Where economy and stability arc the main considerations, the most advantageous sections 
for loads ranging from about 10 to 300 tons are Broad Flange Beams, Grey IVocess. 

For smaller loads, a light rolled sleel joist fc g., 4' x 3') may suflSce ; for greater toads some 
form of built-up stanchion will probably be required. 

The economy of Broad Flange Beams, square in shape, compared with such joist sections 
as C X 5', 8' >: 6', 9' x V and 10* x B' is clearly shown by the foUouing instances, the loads 
beinr; calculated by the same formula (B S S , as employed for the various tables in this book) 
and for the same length, here taken as 1 2 feet : — 

0) R.SJ.8' X C X 35 1b., safe load 37 tons ; B,F B. 7-5' x 7-8* x 30- 1 lb. safe load 
46 tons. 

(ii) R S J. 10' X 8' X £5 lb . safe load 81 tons; BT.B,Q-8' x 10- 1' x 46 lb , safe load 
83 tons. 

Here we have a saving in weight of 14% and 16% respectively ; and in the first example 
a 24% increase in strength. 



*Wttb ChlB tmlmportsst diircTeoce tbsl, wfaervssla B^,& 449 (10)7) tbr tU««Mssrc worterl out to two pittccs of 
tbel,X:CiUcflMStfeuknitooMptenoii]f.sslaB-aA44«(l98«», For tfeovr^ooQTwIcBoc* ircbsTc adopted 
Ike mmt oottTM. islcrpolstiBs li> two or nocv plscs cif ^^'^^%^ for IfltcmcdUtc vaiuv of l/f. 



94 





SAFE 


STRESSES IN STANCHIONS. 












FOR VARIOUS CONDITIONS OF END FIXING. 
















Tons per square inch. 










'/« 




B.S.S. 
Mlkl 
SUel. 


B.S.S. 

Hifih 

Tcnaile. 


i/i 


FidlffT-8 
FormuU. 


Mikl 
Steel. 


B-SS. 

Hijth 

Tenwlc. 


i/t 


FMUfs 

FonuuU. 


B.S.S, 
Mild 

sua. 


B.S.S. 

High 

Trti»llc. 




FUed. 


Hinged. 


Hinged. 


PUcd. 


HJnecd. 


HiOKcd. 


Fixed. 


Hiagcd. 


HiBced. 




4 


5-99 


* 1 * 


> I t 


70 


5-17 5-41 


7-41 


136 


3-26 


2-39 


2-55 




e 


6-99 


■ ■ < 


. . . 


72 


5- 12 5-31 


7-20 


138 


3-20 


2-33 


2-49 




e 


5-99 


■ ■ « 


• I I 


74 


3-07 5-20 


6-99 


140 


3-14 


2-28 


2-42 




10 


5-98 


■ ■ ■ 


• * • 


76 


5- 02 5- 09 


6-78 


142 


3-09 


2-22 


2-36 




12 


5-97 


■ V ■ 




78 


4-97 4-99 


6-57 


144 


3-04 


2-17 


2 -30 




14 


5-96 


* » < 


» » ■ 


80 


4-92 


4-88 


6-35 


146 


2-99 


2- 12 


2-24 




16 


5-95 


• * • 


« ■ • 


82 


4*86 


4-77 


6-14 


148 


2-03 


2-07 


2-19 




18 


5-94 


• fa 


• I « 


84 


4-81 ' 4-60 


5-93 


150 


2-88 


2-02 


2-13 




20 


5-94 


7-17 


IO-50 


88 


4-75 1 4-55 


5-72 


192 


2-83 


1-98 


2-08 




22 


5-92 


7-13 


10-42 


88 


4-69 4-44 


5-52 


1S4 


2-78 


1-03 


2 03 




24 


5-90 


7-08 


10-3.') 


90 


4-64 4-33 


5-32 


156 


2-74 


1-89 


1-98 




26 


5-89 


7- 03 


10-27 


92 


4-.'>8 4-22 


5-14 


158 


2-69 


1-85 


1-94 




28 


5-87 


6-98 


10'20 


94 


4-52 4-12 


4-95 


160 


2G4 


l-«! 


1-89 




30 


S-S5 


6-92 


lU-tl 


96 


4-46 4-01 


4-78 


162 


2-60 


1-77 


1-83 




32 


5-63 


G-87 


10-03 


98 


4-40 3-91 


4-61 


164 


2-55 


I - ::i 


1-81 




34 


5-81 


6-81 


9-94 


100 


4-34 3-81 


4-46 


166 


2-51 


1-69 


1-77 




36 


5-78 


6-76 


9-85 


102 


4-28 3-71 


4 ■ 30 


168 


2-46 


I-n; 


1-73 




38 


5-76 


6-70 


9-76 


104 


4-22 3-61 


4- 15 


170 


2-42 


l-Oii 


1-69 




40 


5-74 


6-64 


9-06 


106 


416 ' 3-52 


4 02 


172 


2-38 


1-50 


1-65 




42 


5-71 


6-57 


9-55 


lOS 


4-09 3-43 


3-88 


174 


2-34 


l-aO 


102 




44 


5-68 


6-51 


9-44 


110 


4-03 3-34 


3-76 


176 


2-30 


1-52 


1 ■ .'>S 




46 


5-64 


ti'44 


9-33 


112 


3-97 3-25 


3-64 


178 


2-2*i 


1-49 


I -55 




48 


5-61 


6-37 


y-21 


114 


3-91 3-17 


3-52 


180 


2-22 


1 - 4fi 


1 • :>2 




50 


5-58 


6-30 


i)-U8 


116 


3-85 309 


3-42 


182 


2- 18 


1-43 


1 ■ 4'J 




52 


5-55 


6-22 


8-95 


118 


3-79 301 


3-31 


184 


2- 15 


1-41 


1-40 




54 


5-51 


6- 14 


8SI 


120 


3-72 , 2-93 


3-21 


186 


2-11 


1-38 


1-43 




56 


5-47 


6- 06 


s-m 


122 


3-66 2-85 


3- 12 


188 


2-07 


1-35 


140 




58 


5-43 


5-98 


8-50 


124 


3-61 2-78 

1 


3- 03 


190 


2-04 


1-33 


1-37 




60 


5-40 


5-89 


8-34 


126 


3-55 


2-71 


2-94 


192 


2-01 


1-30 


1-34 




62 


5-35 


5-80 


8-17 


1^ 


3-40 ' 2-64 


2-85 


194 


1-97 


1-28 


1-32 




64 


5-31 


5-71 


7-99 


130 


3-43 2-58 


2-78 


196 


1-94 


1-25 


1-20 




66 


5-26 


5-61 


7-80 


132 


3-37 2-51 


2-70 


198 


1-91 


1-23 


1-27 




68 


5-22 


5-51 


7-61 


134 


3-31 2-45 

1 

H 


2-63 


200 


l'88 


'•=' 


1-24 




1, 

T 


FIDLER'S FORMUL 

CTiuJiins •trriiuUi o( 21 

. C. FitUcr's pn\Kt ID /* 


A. The U 
and nn via 


biilatcd 

slic mo 

lit Ini 


9trc«ac9 arc one fourth of tbe calctUatnl 
duliis of i:i,O0U tons P«t S4)tiiLrc IDCfa. F(>f 
i%iu:\on of Civ%l £n{»fi#«yj. Vol- 661 


Irstfucli** 
furthfr d«t 


^Ul5. •«« l*n 


££; 




S 
1 


. BRITISH STANDAI 
<nnutji for roluinni havl 


ID The t 
tlii " tH)Ul ( 


trcascfl 
nd« he 


UiLiuLitM for Itinjc^ «fidA v« 1)ui«e oblAJ 
<l in poftiUoQ but unrntrLiniHl in dlRetioa 


Dcd by the 


B,SS. 419 


UM7) 




1 


lie iaaoucJ itfvMM foi 


•' Hitfh T* 


mile St 


*cl " &re BppTDpriAtc for ftccl to B.S.S. S48 


(97-13 toai 


tenilk) . 







Caps, 

■&fict. 




iotcs 



"J 






W«l«j«^ 








I M 



1 



NOTES ON STANCHIONS.— Continued. 



If similar comparisons be made for stanchions of greater length, the economy of the 
Broad Flange Beam is still more conspicuous. Thus, for a load of 44 tons and a height ol 
16 feet, the diSerencc between R.S J. 9' x 7' x 50 lb. (safe load 15 tODS) and BT.B. 8-3' X 
8-5' X 34i lb. (safe load 44 tons) is a saving in weight of 31%, 

When comparison is made with built-up stanchions, composed of steel joists or channels 
with plates riveted (or welded) to the flanges, the main economy of the Broad Flange Beam 
is in the ehminatioD of expensive labc^urs, as illustrated in the case cited on page 8 (Fig. 2), 
uhere the use of the plain B.F. Beam shows a saving of 7J% in weight ; the elimination of 
122 rivets, and a stil! greater number of drilled holes; and only one piecc^ instead of four 
(at least), to be straightened and cut to exact lengths. 

In addition to the economy they effect, B,F, Beams offer other general advantages, 
such as the facilities for connections afforded by their wide flanges and diminished liability to 
corrosion as compared with riveted stanchions. Moreover, stanchions of plain rolled steel 
sections can, of course, be produced much more rapidly than riveted stanchions, sometimes a 
very important consideration. 

Subject to the minimum quantities specified on page 286, the lower tiers of columns in 
a building can he in the same section as the upper tiers, but rolled to maximum or intermediate 
weights (see page 11). 

4. ECCENTRIC LOADS- 

The tabulated safe loads and stresses are for stanchions centrally loaded. If the loading 
be one-sided as in Fig, 1, or unbalanced as in Fig. 2, a bending moment is set up in the 





Fig. 1 



FIC. Z. 



stanchion, which increases the compressive stress on tbc near side of the itanchioo. while 
reducing it on the opposite side. 

The principle adopted is to hmit the maximum compressive stress in the sUnchion to 
that which would be allowed— over the whole area of the stanchion — if centrally loaded. 

The multipliers (or eccentric loading given in the tables of safe loads enable this principle 
to be applied in a very simple manner, as explained below. 

In the London County Council By-Laws (and B.S.S. 449) eccentricity of loading 
is provided for in similar fashion, but the maximum compressive stress ia allowed to exceed 
that permissible for a central load (see page 283 ti 17}. 

5. ECCENTRIC LOAD IVlULTIPLIERS. 

In the Tables of Safe Ij^ads, " EccenUic Load Multipliers" are given (or flange and 
web connections resi>ectively. 

In cases where the eccentric load is transmitted by a prder cleated to the itanchion, 
as in Figs. 3 and 4, all that is required ii to multiply the load by the appropriate multiplier in 
order to ascertain the equivalent ctnttat load. 

Thus, if Fig. 3 represents a sunchion with fixed ends of 12' y 12' section, 19 feet 
high, aod the load transmitted by the girder is 50 tons, the equivalent central load mil be 
SOx2'35 = ll7i ton^ (2'35 being tbc eccentric load muliipUcr (or a flange conaectioo. as 
Ubulated on page >44). 

The Table of Safe Loads (page 87) shf-wi that the safe central load is 122 toat, and, 
therefore, that the 12' X 12' tcction is luiUble. 



6. BEN! 

The' 

fflitted b) 
ipplicatic 






m 






T^wntai 




NOTES ON STANCHIONS.— Continued. 



6. BENDING MOMENT MULTIPLIERS. 

The " Eccentric Load Multipliers " are only applicable to the case of eccentric loads trans- 
mitted by girder* cicated to stanchions, as in Figs- S and 4. Tlicy assume that the point of 
application of the load is at the face of the stanchion a* shewn. 




FIff . 3. 

Girder cicated to flange. 




(iirdcT cleated to web. 




Pig, S. 
Girder supported on 
projecting bracket. 




Craoe Runway 

lupportcd OQ 

projecting t>r%ckct 



This assumption is inadmissible if the girder b merely supported on a projecting bnicket as 
in Fig- S or iii Fig. 6. 

In such cases, and where bending moment is induced by wind pressure or oth^r 
horixontal thrust, the procedure is to calculate the bendmg moment and multiply this by one 
of the tabulated " bending moment multipliers," in order to arhve at the equivalent ceatr^ 
load. 

The procedure is equally simple In Fi<s. 5 or 6, if the eccentric load (W) is 3u tons and 
the distance o( the point of ap; jn # is 12 inches, then the bending momrnt is W x # 

<- 30 X 12 « 360 inch-tons. 



Caps. 
Bases. 




Bolu. 






'*- j* i 




L 




ii 



1 



NOTES ON STANCHIONS.— Continued. 



If the section under consideration is 12' X 12*. of which the tabulated bending monient 
multiplier (XX) is 023, the equivalent central load is 360 x 0-23 = 828 tons- 

This only represents the additional equivalent central load due to the bending moment ; we 
must therefore add the actual load in order to arrive at the total equivaltat central load, which 
w^U accordingly be 30 + 82'8 = 1128 tons. 

Assuming the stanchioQ to be 20 feet long and fixed at both ends, the table ol safe loadi 
on page 87 shews that the 12' x 12' section is correct, 

7- FORMULAE FOR BENDING MOMENT AND ECCENTRIC LOAD MULTIPLIERS- 
(i) Let H ^ Bending momcnt- 

F = Bending moment multiplier as tabulated* 
M = Section modulus, 
I =- Moment of inertia, 
g = Kadius of g\TatiQn, 

n = Distance from stressed edge to neutral axis, 
d = Depth of section, 
b = Width of section, 
t =5 Web thickncss- 
A = Sectional area, 
W s= Actual vertical load. 
Then the compressive stress due to the vertical load will be 

■ ' ^^ •> *•■ •■< ■•• ••* •■* I'j 

The additional compressive stress due to the bending moment will be 

B -^ M = Ba ^ I = Bn -f- Ag* ... ... (2) 

Conseqtiently the total maximum compressive stress will be (W -?- A) + (Bn -=- Ag"), and 
the equivalent central load will be this expression multiplied by A, viz., 

■ V -y- X3 . ■>■ ■.. •■• ««■ ,,, '•'J' 



t 



For all symmetrical sections the value of n will be J-J or Jb as the case may be, so that 
the expression . is equal to )d -r g^' and Jb -^ g • respectively. 

The valuci of these expressions are the tabulated bending moment multipliers headed 
" XX ■' and •' YY " respectively, so that 

^\ -= id ^ g/ and F^ = ib ^ g/ (4) 

As shewn by equation 3. if the bending moment is due to eccentric loading, the product 
B X F added to the actual vertical load W gives the total equivalent central load, as stated 
in §6. 

(ii) When the eccentric load is transmitted by a girder cleated to the stanchion as in 
Fig. 3 or Fig. A, it is usual to measure t as shewn, so that the t>ending moment W x « » |VVd 
or JWt as the case may be. 

Consequently, the equivalent central load for a flange connection will be 



and for a web coaoection will be 



W + f|Wd X F,) =W(l +^J 



bt 



W + (|Wt X F^> - W (1 +-^J 
These coefficients of W are the tabulated " Eccentric Load Multipliers. 



*• 



\ 




which 
; loads 



LIERS. 



i 



(1) 
PI 

»).aBd 

(31 

^ that 

headed 

(4) 

)roduct 
stated 



3 a5ia 



Notice that iq using the Bending Moment Multipliers, the product of Load and Multiplier 
gives the equivalent of the bending moment only; whereas the product of Load and Eccentric 
Load Multipher gives the total equivalent central load. 

N.B. — The practice of taking r as only Jdor *t tends to underestimate the bending moment. 
On the other hand, any error thus involved may be regarded as counterbalanced by the 
consideration that, in ordinary building construction, the ends of the stanchions are substan- 
tially fixed in position so that the bending moment will decrease from a maximum at the cap 
to zero at a point of contraflexure in the stanchion. Hence the corresponding bending stress 
at the mid-height of the stanchion, where the liability to failure is greatest, will not be more 
than 50% of the maximum, 

A more exact procedure would be to take account of the precise mode of connection and 
the relative lengths and moments of inertia of the connected members. If the girder is relatively 
long and shallow, it will obviously increase the bending moment, especially if rigidly connected 
to the stanchion. In such cases, it would be desirable to assign a higher value to *. In cases 
where the girder simply rests on a projecting bracket, c should certainly be measured as in 
Fig. 5, 

8. COMBINATION OF CENTRAL AND ECCENTRIC LOADS- 

Fig. 7 illustrates a stanchion carrjnng a central load of 40 tons from an upper stanchion 
and unequal loads from girders on all four sides. 

The tie beams " A " are supposed to transmit loads of 4 and 7 tons, and the main girders 
25 and 30 tons respectively, so that the total actual load is 106 tons, 



30 I 



ons 



9 



pt 



M- 



1- 



40 

tons 



1^3 



106 

tons 



Tie Beams "A" 



25 t 



ons 




Fig. 7, 



Caps, 
fiasos. 



Piles. 



4* 




Itlvota, 
BoUs. 




Plar 



H 






f 







CMt. 



I 




11 



■( 



NOTES ON STANCHIONS.— Continued. 



Assuming the stanchion to be 12' X 12", the calculation is as foUowS : — 



Actual 



Rriulvalmt 
MulUplicT. I antral 
LMd. 



From stanchion above 
BaUnc«d loads otj flangps 
Unbalanced load on fluiee 
Balanced load* on web 
f nbaUiDCfd load on vtth 

Total 



■•• 



Ton». 
40 

&0 

» 

s 



\ 



2'3G 



MS 



Tom. 
40-0 
M-O 
11 8 
S-0 



10ft 



>■■ 



int 



9. TRANSMISSION OF LOADS TO LOWER STANCHIONS. 

(a) The bending stresses set up at th<? junction of girder and staochioQ affect the stressea 
ID the stanchion from top to bottom, but those due to loads on one floor tend to neulriili« 
those due to tlie loads on the floors above and below. It is, therefore, quite good practice in 
selecting a suitable section tor a stanchion, to ignore the ecccntricily of the loads on the 
stanchions above it. It follows that, when converting bending moments and eccentric loads 
into equivalent central loads, the latter should be &et out separately in the calculations, as 
it IS only the actual load on the stanchion above which need be provided (or in the stanchion 
below. 

{b) Unless there ir^ a reasonable probability of all floors being fully loaded simultaneously, 
as in a warehouse, the lower stanchions should not be proportioned to carry the whole of the 
calculated live loads o( the upper floors. The provisions of the B S.S. 449, $ 8b, represent 
good practice, viz., take the roof and top floor superimposed loads in fulL Take 90% of the 
live load of the next floor below, 80% of the next, and so on till fiO% is reached, after which 
no further reduction is allowed. 

10. WIND LOADS ON STANCHIONS. 

In building construction, it is not necessary to provide for more than 75% of the calculated 
loads (real and equivalent) due to wind, taken at, say 30 lb- per square foot of exposed vertical 
surface. Ihe provisions of the LondoD County Council (and D.S,S. 449) will be found on 
pan^e 263 E 18. 



i 






iDtl 

(Oil 
lubilit}' ( 

portions 1 

12. LA^ 

Fori 
comistifij 
or angles 
usually al 

The: 

A 

it cooaec 
avoided, 

failure ol 

13. STi 



11. STANCHIONS BRACED LATERALLY. 

(d) Wlien an H stanchion is embedded io a aolid wall in such a way as to prevent it from 
bending about the YY axift, a higher load i« permissible, i.^ ., the safe i»trc«s can be calculated 
with reference to the Kadius of Gyration about the axis XX. 

(A) U'hrn a stanchion is efliciently braced laterally at intervals, so as to prevent it from 
bending as a whole, it may be treated as a acriea of independent superimposed ^ ions, 

in the case of an ordinary steel-frame building of two or more storeys. 



h- 



100 



NOTES ON STANCHIONS. -Continued, 



Id the case of an exposed structure, such bracing ts rarely sufficiently substautijJ to 
justify a greater strc^& than that allowed for a btrut with hinged ends. 

(c) It a stancliion is thus braced in its weaker direction only, there may be a greater 
liability for the stanchion to bend a:^ a whole about it^ XX a?tis than for any of its separate 
portions to bend about its VV axis. 

12, LATTICED MEMBERS. 

For many purposes, highly efficient compresston members are obtained by latticed sections 
cOQsisling of a pair of channcU or beams, or of four angles, etc. The lattice bar» are usually flats 
or angles at CO* with the axis if single, or 4.5* with the axis if crossed. Their thickness is 
usually about l/40th of the length lor single lacing and l/60th for double lacing- 

Thc foregoing and other details will be found in § 26 of B.S.S. 44U. 

A system of latticing which itself is capable of acting as a strut, independent of the members 
it connects {e.g^, double latticing with horizontal members across the diagonals), should be 
avoided, as it mav fail under stresses for which it is not intruded, and thereby lead to the 
failure of the column as a whole. 



13. STANCHION BASES ON REINFORCED CONCRETE FOUNDATIONS. 

The commonest form of base is that shewn diagram- 
matically in Fig. 8. Gusset plates are riveted to the flanges 
of the shaft and the base plate is attached by means of angles. 
Rivets are not shewn in the sketch, but botes for the lioldtng 
down l>olts referred to in § lo are indicatcd^ I'or stanchions 
on reinforced concrete foundations capable of tearing a 
maximum safe pressure of bOU \b. per square inch (3^ tons 
per square loot approx ^ thcnuvlcof calculation }s as follows :^ — 

(a) The rectangular area d x b in Fig, 8 is assumed to 
transmit to the shaft an upward toad equal to d x b x 500 
Ib^ partly by direct contact and partly by the rivets through 
the web of the stanchion. 

(b) The remainder of the load is assumefl to be trans* 
milted to the shaft by the rivets through its flanges ; and a 
sufficient number of rivets, taken at 6 tons per square inch 
in single shear, is provided for this, 

{c) The projecting portions of the base plate and flange 
angles {a in Fig. 8) are assumed to act as cantilevers carr>'mg 
a uniformly distributed upward load of such an amount as 
will produce a flcxural stress not exceeding 10 tons per square 
tDch. 

NB, — The rivets attaching the flange angles to the base 
ptate are assumed to act merely as connections, and not as 
making the angle legs and the base plate act as one solid 
plate. 





toici. 




/ 



101 



M 




NOTES ON STANCHIONS.— Continued. 



{d) The portions of the base plate shoun lightly hatched in Fig- 6 are assumed to transmit 
such a pressure as v^ill produce a tlexurat stress equal to that m the projectmg porUous ol the 
base, thereby balancing the same. 

(e) The areas beneath the edges of gusset plates and under the vertical legs and fillets of 
the flange angles, are assumed to transmit an upward load of 500 lb. per square inch through 
the rivets to the flanges. 

Accordingly, the pressure on the concrete is taken as 500 lb. per square inch over 
the areas enumerated in paragraphs (a) and (tf) above; the double-hatched area in Fig. 8 
is treated as ineffective ; the pressure under the remaining portions of the base — being limited, 
as explained above, by the allowable flexurad stress to the steel — will be Uss than 500 lb. 
per square inch. 

It is sometimes assumed, for purposes of calculation, that the pressure on the concrete 
is distributed uniformly over the whole area of the base plate. This is obviously incorrect, 
inasmuch as the deflection of the projecting portions of the plate and angles will relieve the 
pressure beneath them in the manner assumed above. 

If the load on the stanchion is less than assumed, or the foundations better than 
reinforced concrete, the area of the base plate can. of course, be reduced, taking care, however, 
that the projecting portions of the steel base are not ovcr-strcssed. For standard riveted and 
welded bases, see pages 1 1:1 to 149. 

14. STANCHION BABES ON GRILLAGE FOUNDATIONS. 

In the ca&e of bases for grillage foundations, the mode of calculation is similar to that 
explained in the previous paragraph. That is, a proportion of the total load, represented by 
the area b X d in Fig. 8, is considered as passing direct from the shaft to the joi»t(a) directly 
below It ; a sufficient number of rivets through the flanges is provided at 8 tons single shear 
(or twice this for double shear), to transmit the remainder of the load. 

Where a suitable cast-iron webbed base, or plain steel slab, is interposed between the 
stanchion and gnllagc joists, as preferred by some engineers, the entire load may be considered 
as transmitted by direct conUct, the (unction of the angles riveted to the flanges being partly 
to enable the shaft to Im bolted to the baoe and partly in order to approach more nearly to the 
condition of " fixed " ends. For further particulars of slab basea, see page l&O. 

For notes on the design of Unllage Foundations, see § 19 below. 

* 

16. OVERTURNING MOMENT IN BASES. 

When there is a bending moment in a stanchion shaft there will be a tendency for the 
base not to remain horizontal, so that the pressure will not be symmetrically distributed on 
the footings and foundations. 

II the shaft is not central on the base, or the bue not central on the footings, there will 
be the same lurninK tendency, which will increaM with the eccentricity and cause bending 
in the shaft ; but a discnmiOD of the treatment in such cases is rather beyond the scope of 
this book. 

If the bending moment m a stanchion induces tensile stresa» in the shaft, it is necessary 
to anchor the base down to the fooUngs by means of holding-down bolts. For method of 
calculation, s^e § 22 below. 

ie. CONNECTIONS OF BEAMS TO STANCHIONS. 

The load from a girder is IranBmitied to a stanchion by direct metal to metal contact, 
or by means of a bracket nveted or welded to the stanchioo. In the former case the connacting 



-J 



aogles Q« 
bcshnjo; 

IT, ST- 

Joini 

fliDgcs ai 
the wtol* 
Ana 
GSie. sur 
over tie 
pages 1 1: 

18> PR 

The 
15 tons p 

Thoi 
iveiage p 

Uth 
miybei 

plaiD or 

19. ST 

(i}T 

lod shou 

Id fi 

ioLfthsa 

tbe ItDgt 

Tie 



IM 



NOTES ON STANCHIONS.— Continued. 



angles need not be considered as taking any portion of the vertical load unless the direct 
bearing on the stanchion is not sufl&cieat to keep the bearing stresses within safe limits. 

17. STANCHION JOINTS. 

Joints are usually made in stanchions above the floor level by means of cover plates on 
flanges and web. The butting ends should be machined to eniure close bearing, as otherwise 
the whole load has to be transmitted through the plates. 

An alternative method is to make the joint immediately below the main girders. In this 
case, stanchion veb cleats and a cover plate should be used to assist in distributing the load 
over the lower shaft. Details of velded and riveted caps, bases and joints will be found on 
pages 112 to 149. 

18. PRESSURE ON FOUNDATIONS. ^ 

The allowable pressure on the soil or rock on which foundations rest may vary from 1 to 
15 toes per square foot, or even more, according to the nature of the ground. 

Those given as a general guide in B.S.S. 449 will be found on page 285, and accord with 
average practice. 

If the footings are not large enough sufficiently to distribute the pressure, the bearing arcft 
may be increased by a steel joist grillage (see below), by a stone slab, or by a concrete base, 
plain or reinforced, 

19. STEEL GRIULAGES. 

(i) These consist usually of two or three tiers of joists crossing one another at right angles, 
and should be designed as follows : — 

Id figure 9 below, if 2* is the width of the wall or stanchion base, the projecting 
lengths a are assumed to act as cantilevers carr>Hng a uniformly distributed upward load, and 
the length of joist V> is assumed to be uniformly loaded by the difierence between the loads 
from above and below. 

The load, shear and bending moment diagrams are, therefore, as illustrated in Fig. 9. 



Load 




Equivalent Load 



Shear 



Bending Moment Wa 

4 



E 



■t^b 



t 



hoii^ 



,<tl]TTT^wT tw 



1 




Jffw 



Lig- 9. 



Caps, 
BaU£. 



M 



"I 

Rlvoti, 
B&ltf. ' 






WeldiDs 




Exi 





«»tn. 
tables 



\ 

&■ 



103 



Code. 



* I' 




NOTES ON STANCHIONS.— Continued. 



t fl 



Tlie length 2b may be taken as the overall width of a cast iroo base or as the distaoce 
between the outer rows of rivet holes in the case of a riveted steel base. For the lower tiera, 
23 may be taken as the distance between the centres of the oatside joists of the tier above. 

(ii> The web of the grillage joist has to act as a colomn, and the direct stress sbookt not be 
greater than the safe stress for a strut with £xed ends of which the l/g equals V ^^ ^ ^^ °^^ 
depth of the web -=- web thickness. (These stresses are tabulated ior ordinary joists in the 
colomn headed P^ on page 175. acd for Broad Flange Beams on page 38,) The prcssiue majr 
be taken as dlstnbnted o\-er an additional length of web equal to 3/14>ths of the depth of the 
joist on each side of the load. This aspect is dealt with more folly in the notes on Stresses in 
Girders fsee page 62, f 4), 

(iii) The London Coanty Council By-Laws (and B S S. 449) allow the stwsses in grillage 
beams to exceed the ordinary working stresses by 50%, subject to the beams heing adequately 
embedded in concrete ; see page 282. 

To prevent - - of the joists, thej' should have a covering of concrete at least 3' 
thick, and to enable tiie concrete to be well rammed, a space at least 3' wide ^konld be left 
between the flanges in each Layer. 

The top layer of joists should be as close as practicable, to get the requisite web area to 
icsUi the shear ; the lower layers may be spaced at say 12* to 18' centres. 

The joists should be tied together by rods to prevent them spreading during tamping 
and spaced by tubular distance pieces, unless separators are required to stiffen the webs. 

The projections of the joists should cot esceed about 3 to 4 times their deptii. 

Tbe base of the stanchion should be bolted to the top flanges of the fiiyt lavcr, which in 
tnm should be connected to the layer below, but no deductions need be made for bolt holes if 
the foregoing method of calculation is emploj-ed- 

It is ad\-isable to bed the bottom layer of joists on steel bearing plates to facilitate the 
mo^-ing and wedging up ot the grillage aa a whole when plumbing and leveliing the stanchioas 
and &rst floor bcam^. 

It is well to wedge up the ends of the bottom layer of joists, and not to fill in with concrete 
till a considerable load is on them, as the deflection induced will help to distribute the toad 
more uniformly on the cc^npleted grillage. 

20- STONE AND CONCRETE FOUNDATIONS, 

Other forms o£ distributing media may be designed as cantilevers on the same principles 
as employed for the design of bearing plates. (See page 57, § 11.) 

The safe stresses in stooework may be taken as there tabolated. 

For reinforced concrete 1:2:4. composed of proper materials and well mixed, an extreme 
flexural compressive suess ot 600 lb, per 5<juarc inch is permissible. 

For permissible pressures on concrete footings, see page S85 iB.S.S. 449. § F), 

21. HOLDING<DOWN BOLTS. 

When there is no tendency for the stamJuoo base to overturn, boldine-down boits are 
occastoaally omitted ; but this is oot good practice, and it is certainly desirable, espcctaJly 
during erection, alwavs to secure the stanchioo bases to the foundation blocks by means o( 
holding-down bc^ts. Holes for these should be left in the foondation bJocks, of such a diameter 
as to allow the steelwork erector a small margin for adjustment »hen Uning and plumbinc the 
stanchions, after which the voids must, of coarse, be filled up with Uqmd cement, 

104 ■ 



22. DL 



■■4pffltffg 



I 



NOTES ON STANCHIONS.— Continued. 



22. DIAMETER OF HOLDING-DOWN BOLTS- 

If there is bending moment inducing tensile stresses in the shaft at tlie base, the requisite 
diameter of the bolts can be ascertained as follows : — 

If B = the total bending moment (inch-tons), 

C = the distance (inches) centre to centre of the bolts in the direction of 
overturning. 

W = central load on the stanchion (tons), 
then (B -^- C) — (W -^ 2) is the commonly assumed value of the tension (tons) 

to be taken up by the bolts on the tensile side of the stanchion. This value, however, is too low, 
as the centre of compression '*vill be nearer the centre of the shaft than the holding-down bolts 
For this reason the working stress on the bolts should be reduced to 6 tons per square inch 
for steel, 

S3. WIND BRACING. 

A good system of heavy bracing, composed of angles riveted to flame-cut pieces of the 
same section as the main girder, is shown in Fig, 10 : the girder in this example is one of the 
larger sizes of Broad Flange Beams. A less efficient method, but suitable for medium loads and 
occupying a minimum of space^ is shown in Fig. lU the tees being cut from R S. Joists, 




^ 





F.g 10. 



Fig n. 



' t 



Caps, 
Baus. 



Fiics. 




Bolts. ! 




■gasi 



tftbles. 



106 



index- 
Cod t/ 



TYPICAL STANCHION DETAILS, 

For limilar tvpicMl welded conncctloni. »## [>*K«> 943. 244. 



ll'«ir«76IK 
BF.B. , 




►*rt 




k'l 12 1 101 




T 



z^tAd 



II 



"- K 





4. I 








Tbc fttAttdttOft MkIl lUnvtaMd abo^c u one of a Dumber id a dnpor vtore &t Corli ; tte 
MctioubclAC 1^' >^ K' >< >^1 >^ ^<^ 11' ^ 11' >^ 7B "" ^^ furtUr d«U4U, Mc lower 
dn^LQ^ CD pttft 107. 



IM 




t 






Oa 



TYPICAL STANCHION DETAILS. 



*■"--"- '"■-^ '*- ,' •■ • ■ 









-»- -» 



B 



^ 



22«I2'x 1391b, 




r^^ 



I2*xirx8llb. 






6!^ x6V/x3IIb.ai 



? 




20xl2\135Ib. 



-20"xl2-x!33Ib. 



* . ^* 



^I5«12x 1021b. 



I4xI2'xl0llb/ 




Jl'xirx76lb. 



1 





^I4'xl2'xl0l lb. 




M'xl2*xlOIIb. 




e''^s8!^k46lb. 







- :^-'; 



,^ 



La J 



The upper drawings illustrate floor beam connections in a factory extension at Kilmarnock. 
The lower drawings show stanchionsin a drapery store at Cork ; for further details, seepage IOC 
opposite. 



Caps, 



Poto», 
Fiies. 



^ 




i 



Bolts. ' 
Plate s« 

In em 



I 







107 



Codt. 






TYPICAL 



NCHION DETAILS 




f6'xl2'xll01b. 



22 V 1 2'x 1391b. 





l-txl2xlOllb. 






7 X 7x iJtb. 




.» . « t 



.8'/:'x8'fx461b. 



I0xl0x6llb. 



T 









The upper dra^nngs show the foot o( a B-F, Beam colunin, section 16' X 12* X 1 10 lb., with 
the load disthboted by the use of B.F.B. 22' x 12' x 139 lb. 

The lower drawing show a t^-pical four-wray coDnection of girders to a 14' X 12' B.F.B. 

stanchion. 



108 




I 



I 



I 



^ 



TYPICAL STANCHION DETAILS 



WelftM of Cad. tOe ll>. 



— ir--j 




fvj 






24"-- 



6x4xl^L 




^ <^ O 







Kr^xjiK 




-i 









I 
I 



*l 



i 



^: 




^^ 



*^ 



r* J, 



6\ 4'x M 





Wci^t of fotni 2W lb. 



Rjvf u *fl dia. 



WoBht of Bam. 383 lb. 



Sc&k i iQCh » t fooL 



SUDdard com ns for U F, Brami u stftnchtotis Are ^vra m a tepax&tc chApur oa " Cap* 

and Bum " lor Accuoofl up to 13' x 13'. Above are tiuuble GO&a«ctioiia for «c<^ ~^ " " x 
IS' X SB lb ftcctioQ 10'DiB),uaumiiigaloadof 139 tou. Od th^rifht, thU tccu.Li .^ sv^ewa 
spUcvd to a le' X 12' x 110 lb, t^cctioQ 1«' Din). 

For correspooUiag v^elJed dctaiU, we |>ag* ^^^- 



C&pt, 



r 






lu 



• } 



i 



iA. 



/i 



■ #* 




/ 



lot 





HI 



I" 




110 



STANCHION DETAILS 

for 
BROAD FLANGE BEArVIS^ GREY PROCESS. 



■ « * • * • 



Riveted Ciipi, Baiei, and Splice Joints : 

Explanatory notes 
Sections V, 6% 7', and »' 

„ 84'- 10-. H'.anU IT , 



4 r t ft A ■ 



> ■* 



'■ • * * • 



PAGB 
113-113 

114-131 
133-12V 






Welded Caps, Bases, and Splice Joints : 

KxpliUAtory notes 

Sections 4*. «•, 7*. and »' 

» H\ ur. ir, an<i 13- 



ft • ft ••• 



Blab bases : 



Explanatory ootM 

Details (or sections lU* to 18' 



■■ ■ 



B > ft •■* 



*«• *■> «•» *•• 



132-134 
135-HI 
H2-H9 



150 
151-152 



f t.«a. 




* '. ■. ». 




Designs of Caps and Bues to suit otb«r sections xnA loads can b« 
fnralthed OQ 4pplic»tiuD, at a imall or oomiiul ch^rtfe for 
design. 




Ul 





RIVETED CAPS, BASES, AND JOINTS 

FOR BROAD FLANGE BEAMS, GREY PROCESS. 



For Welded atternatives. see pp. 132-139. 



For Slab bases, se* pp. 15(M52 



The lollowiiig notes relate to the riveted designs of Caps, Bases, and Splice 
Joints nn pages 114 to 129. Details are given for the undermentioned sections in their 
minimum and medium weights ; to avoid confusion, the drawings are markeil Die 
and Di>' respectively. 

Pages 

114, 115 
116. 117 
118, 119 
120, 121 
122. 123 
124, 125 
126, 127 
128, 129 



4" X 


4' X 


11*0 


and 


14-8 


lb. 


per foot 


• « 


6- X 


6" X 


17-6 




24-9 






« • 


7- X 


r X 


24*8 




34-7 






• • 


S' A 


8' X 


30- I 




43-6 






■ • 


8i"x 


SJ'X 


34-5 




48-0 






■ A ■ 


10" X 


10" X 


44-2 




«;ii 






■ ■■ 


W X 


W X 


51-4 




75-7 






■ • ■ 


12' X 


12' X 


oS-Q 




81-2 






« • 



r t • 



WEIGHTS OF CONNECTIONS. 

The statud weights allow for rivet heads but not for field rivets or bolts, nor for 
bol ding-do v^Ti bolts. 

CAPS- 

The stated shear values of the ri\"ets are based on fi tons per sq, in. single shear ; 
the thitkutsses of the angles are sufficient to give a bearing value of not less than 
12 tons pLT sq. in. The choice between the " ht'a\'y " and " light " types uill depend 
of course on the si^e and capacity of the gird^s to be supported. 

M'ith IV and 12" rtaug«, double rows oi bolts and nvets may be used, thereby 
dispensing with the gusseted brackets usually required with built-up stanchions. 
Sec pages 127 to 12fl. 

SLEEVE JOINTS. 

These are designed to suit stanchions of the same nominal section, but of the 
Die and Dik weights respeclixely. Sufficient rivets at 6 tons single shear, or twice 
this amount in double shear, are provided to transmit 60% of the safe loads Ubulated 
on pages 84-91 for the minimum weight and a height of 12 feet, 

[When the two stanchions are of different sections, such joinis must be ajranged 
in the manner shown on page 107.] 

BASES. 

As indicated in the notes to the various drawings, it may in some cates be 
necessar)- to distribute the load over a greater area of the foundation, by means of 



I 
I 
I 



( 



\ 



112 



RIVETED CAPSi BASES, AND JOIIMTS 

FOR BROAD FLANGE BEAMS, GREY PROCESS- 



For W«lded artcrnative*, see pp. 132-139. 



For Slab bases. se« pp. 150-152 



grillage joists for example, [tor notes on the design of grillage foundations, see 
page 103,] 

The " alternative " bases shown {for sections up to 1" x 7") are to be preferred 
for small and urgent orders, being designed to suit stock sizes of angles. 

The reinforced concrete foundations are assumed to be capable of bearing a 
pressure of 500 lb. per sq. in. {32 tons per sq. ft, approx,). The assumed load on the 
stanchion is the safe central load for a stanchion 12 feet high as tabulated on pages 
84-91 [B.S.S. formula, hinged ends, mild steel), 

PRINCIPLES OF DESIGN. 

The bases conform ^vith the general principles already indicated on page 101 
namely : — 

(o) The area d x b in the annexed illustration is assumed, to transmit its share 
of the up-ward load to the shaft partly by direct contact and partly by the rivets through 
the web of the stanchion, 

[b) A sufficient number of rivets through the flanges are provided at 6 tons 
single shear (or twice this for double shear), to transmit the remainder of the load. 



[c) The projecting portions 'a' of the base plate 
and flange angles are assumed to act as cantilevers 
carrying a uniformly distributed upward load of such 
an amount as will produce a flexural stress not 
exceeding 10 tons per sq, in, 

[d) The portions of the base plate shown lightly 
liatched are assumed to transmit such a pressure as will 
produce a flexural stress equal to that in the projecting 
portions of the base, thereby balancing the same. 

{e) The double-hatched area is treated as 
inefEective, 



N.B. — For further notes on the design of staDchions, see 
previous chapter (" Column Notes "). 




I D 



Poles, \ 




ltivo:». 
Boles. 







W«ldJ 




1L3 



»»blo. 



index. 





b 



1 



L 



B.F. BE 



STANDARD STANCHION DETAILS FOR 

AM, 4" X 4" X 11 lb., GREY PROCESS 

For Welded Alternatives, tee pace 135. 



Weiffht or Cap. IT lb. 







? 




3'x2VxVl 






IK 



# ^ ^ 


1 


*€•■*■*•• 

^^^ 


,2 V 



Wetcht of Bate. t3 fb. 






Vro' Cover 
jilates 




Weight ol )oml 13 lb. 



Riveti Vfl'dia. 



j inch t= 1 foot 



BASE- Ihis IS designed to transmit loads up to 6-7 tons, the safe ceotraJ load for a height 
of 12 feet, as given onp,M5. Its area, -44 sq. feet, is sufficient for any good concrete foundation, 
with or without reinforcement. 

CAP. The shear value of the rivet* in ttuh flange cleat is 3 7 tons. 

SLEEVE JOINT. This is designed to transmit a load of 6-7 tona. The sixes sbowo joined 
arc 4' X 4' nominal "by II and 15 lb. respectivcly- 

For further explanation, see page 112 






C4P 



Tt 



114 




«>M %,\ 



kmi 



B.F. BEA 



STANDARD STANCHION DETAfLS FOR 

M, 4' X 4* X 15 lb., GREY PROCESS 



For Stanchron Propfirlies and Safe Loads, «cc pages 64, 85. 



Weight Of Cap. 17 lb. 



>i h^'H 



« __ 





' > 




u?= 



1 - 



3 X 3 X e L 



I 


» 9 « 


1 

1 


■ 


"■ 'j|<' ' 


•o 

J 7 


! 


* » « 


j^ 1 

=^ 1 



2 V i>.. -.^ 12V 



Wcicht of Bate. 22 lb. 



[— 10- 



5'x J-x Vl 





Rivcli /e dia. 



Scale 2 inch = 1 foot. 



BASE. This is designed to transmit loads up tQ 9-7 tons, the safe central load for a height of 
12 feet, as given on p, 85. Its area, -56 sq, feet, is sufficient for any good concrete foundation, 
with or without reinforcement, 

CAP. The shear value of the rivets in each flange cleat is 7-4 tons. 

For further explanation, see page 112. 



115 




Piles. 



A 




Klvoti, 

BoUf. 






/ 



WtI4ti 



Inert 








Koas 



/ 




Index, 
Code* 




4 



i 



1 




B.F. BE 



STANDARD STANCHION DETAILS FOR 

AM, 6 e- X 18 \b., GREY PROC 

For Welded AUernitivct, see pace 136- 



'« 







Weight of Cap. 33 1b. 

-10'-*j • 13' 



M 



i' 






j^ 








51^ 







^ 



=_^ 



1 







4^*-$^-» ^ 



WcigM of joint 41 lb, 



Rivets Vdi^ 



WeicM or Bate. 46 lb. 



Scale f inch = 1 foot. 



BASE. This is designed to transmit loads up to 20 tons, the safe central load for a height ot 
12 feet, as ^vcn on p. 85, its area, 1 17 sq. feet, is sufficient for any good concrete foundation, 
trith or without reinforcement. 

CAP- The shear value of the nvets in each flange cleat is 10-6 tons. 

SLEEVE JOINT, This is desipned to transmit a load of 20 tons. The sizes shown joined 
are 6' X 6' nominal by 18 lb. and 25 Jb. respectively. 

For further exptanatioD. see page 112, 



f 



T 

1 



f 



Bases 



116 



<tt. 



OS, 



lei 



STANDARD STANCHION DETAILS FOR 

B.F. BEAM 6" X 6" X 25 lb., GREY PROCESS. 

For Stanchion Properties and Safe Loads, see pages 84i 35. 



HEAVY CAP, 
Wetght: 3&lb. 



)^_10--^ 




a- 3V'*tiL 



*B <J>« Piv«C« 



JT Ufa-u 




'^ ^"1 6'- 3W • h\ 




T 
I 



l^ - 13' - — i 



STANDARD 8ASE, 

V^ciE^t: 59 Lb. 



LIGHT CAP. 
Weight: 22 tb, 




o-aS'^i'L 



^■dia Riv»t3 




d'3W-"^L '^^^l 



''4(|l« Bivotm 




h 12^ H 



ALTERNATIVE BASE, 
Weight: 77 lb 



Scale I inch = 1 foot. 



BASES These are designed to transmit loads up to 29 tons, the safe central load for a height 
ol 12 feet, as given on page 85. Their areas. 1 26 and 1 -17 sq. feet respectively, are suaacieot 
for any good concrete foundation, vnih or without reinforcement. 

CAPS. The shear value of the rivets in each Bauge cleat is, for the Heaw Cap 14 i toni ; 
for the Light Cap 10 -6 tons- 

For further explanation, see page 112. 



117 



Polos, 

Piles. 




; Itlvots, ? 
I Bole:. ' 




IntrlJft 




index, 






STANDARD STANCHION DETAILS FOR 

B.F. BEAM 7" X 7" X 25 lb., GREY PROCESS 

For Welded Alternatives, tee oa£e 138. 



WeiEht of Cap, 41 lb. 







K" M" 1 



6'x3VxVl 




r 



u 





_j^ -I— 1» 



^ I 



■«^;-«^M^^V^-c> 






t 



fvj 



•.r» 



1 
I 



r- B'— 6'x3VxVl 



•*■♦ ♦ 








1 





^ 



-«^ 



L- f 



U^ 



Weight of ioint 55 lb. 



Rivcis ^ dia. 



Wcisht of Base, 85 lb. 



Scale i inch = 1 foot, 



BASE, This IS designed to transmit loads up to 34 tons, the safe central load for a height of 
12 feet, as given on page S5, Its area. ! -56 sq. feet, is sufficient for a reinforced concrete 
foundation. 

CAP- The shear value of the rivets in each flange cleat is 10 -6 tons, 

SLEEVE JOINT, This is designed to transmit a load of 34 tons. The sizes shown joined are 
T X 7' nominal by 25 lb. and 35 lb. respectively. 

For further explanation, see page II2. 



i 



■a 



i 

i 






118 



STANDARD STANCHION DETAILS FOR 

B.F. BEAM 7" X 7' X 35 lb., GREY PROCESS. 

For Stanchion Propertied- and Safe LoAds, see pafeS 84. 86. 



HEAVY CAP, 
VVc»ght : 43 lb. 



LIGHT CAP. 
Weight; 28 lb. 



> K--12 — 



i\-\\^tt 



©-* 





6-" 3V' ^' L if 



u. 15 -J 






'i^dia Rivets 



^-B'H 






6''3V'%'L 



'idia Rivets 






m^ 



■'— f 










>^ 




In 




6-.3i^'-vi. 1^ ^ i 



T. 



■©-•-o-o-^o- 



^'drB.Rivett 




■«»^ 



.f^Hk 



>♦ o- 



I 






. i 



Vdia, Rivets I r" 5'-4-4"-f- S'H 



1^ I 

STANDARD BASE. 
Weight: 110 lb. 



Scale 2 iQch = 1 fool 



j 17 

ALTERNATIVE BASE, 
Weight: 121 lb. 



BASES. These are designed to transmit loads up to 50 tons, the safe central load Xor a height 
of 12 feet, as given on page 85. Their areas, 1 -78 and 1 77 sq. feet respectively, are sufficient 
for a reinforced concrete foundation. 

CAPS- The shear value of the rivets in each flange cleat is, for the Heavy Cap 14 -4 tous ; for 
the Light Cap 10 6 tons. 

For further explanation, see page 112. 



119 



1 
-» 



liliH 



Poioi, 




Bolts. J 




WeidiAf 



Prates. 
tn«ri 








tablet. 



Index, 
Code. 



i 




'^i 



STANDARD STANCHION DETAILS FOR 

B.F. BEAM 8" x 8" > 30 lb., GREY PROCESS 



For Welded Alternatives* *ec page t40. 



Weight of Cap, 42 lb. 







IV 1 



6x3';x'8L 




r 

% 

4 

t- 
b 

i 

4 -* - 4 ^ 



/ 






' a 









^^^ -♦♦ -» 




-» ♦^ ♦ ♦ * 



.! 



J 



[ 16'- - 



WeisM of &»e, I0& lb. 







2i 






--M 



^;^T I 



'-^ 









XX'eighl ol joint (j!^ lu- 



RivcU '4'dia. 



SmIc j locb - 1 loov 



BASE. Thij is dcsij;ocd to tra.osmit loads up to A^ tons, the safe central load for a beigbt ot 
12 feet, a» given on page 85. Its area. 1 78 aq, feet, i« sufficient lor a reinforced concrete 
foundation. 

CAP. Tbe shear value of the rivets in rtuh flange cleat is 10 G tons. 

SLEEVE JOINT This i% desired to transmit a load of 46 tons. Tbe sises shown joined are 
8' X 8' Qomioal by 3U lb. and 4i lb. respectively. 

For further explanation, see page 112. 



iQQOlis' 

*»tlie 



120 



STANDARD STANCHION DETAILS FOR 

F. BEAM 8" X 8" > 44 lb., GREY PROC 

For Stanchion Properties and Safe Loads, see pages 64. 85. 



HEAVY CAP. 
Weight : 44 lb. 



LIGHT CAP. 
Weight : 30 lb. 




e'taV'^u 




-15" . 



^a djo-livfrts 




6'-3V-%'l, 



^A'di^RlVAti 








<&' 




6'-3H'-'^L' 



-13'; — 



I 

T 



% djaRivets 







Q) '^ \^ Q?) 



STANDARD BASE, 
Weight; 147 lb. 



I* 4 ^ 4^ •I 



[ 

t« 21 

ALTERNATIVE BASE, 
Wcjght: 157 lb, 



Scale 3 inch = 1 foot. 



BASE. This is designed to transmit loads up to 68 tons, the safe central load for a height 
of 12 feet, as given on page 85. Its area, 2-33 sq. feet, is sufficient for a reinforced concrete 
foundation. 

CAPS. The shear value of the rivets in each flange cleat is, for the Heavy Cap 14 4 tons; 
for the Light Cap 10 't.i tons 

Fur further explanatioD, see page 112. 



Ill 




Poloi, 




Wvoti. 
Bolu. ' 




'»' Plates, 
Inorti 




:i^ 



121 



Mcasopji^ 

Math, 

tables. 



Cod*. 






If 




f 



'1 



m 



n 



*« 



M 



STANDARD STANCHION DETAILS FOR 

B.F, BEAM 8i' x Sf x 34^ lb., GREY PROCESS 



For Welded Alternatives, see page T42. 



Weiffht of Cap. 56 lb. 



U-. 12- 1 




H— '6'--H 




Web Ls 





'i'f-:d 







> 



o 



^^^5a_J 






^ 



— I0---1 6%3'2'x Vl 



-Q- ♦-©' 


^ ■♦-^ 


> 


.^r^-^ ff 


=* — ^A t ' 


^^""^ ■# L 


JL f 


"i 1 




*« 


>■© 








1 






^ 




®. 


-■^ 




> 1 




l^^^__[3j-' 


'^ 1 






T 1 


■^^-•-9- 


— ■ TVS 


^ 1 




^sl 






i 



Si- 4 

"V 7 

^ I 



WeiBhiohomt 1 10 lb. 



Riveu Vdi 



1 f6' ! 



Weight of BAftc, l&a lb. 



Scaie 1 mcti — 1 foot 



BA8E. Thii U d«fti^ed to transmit loads up to 56 toas, the safe central load for a height 
of 12 feet, as given on page 85, Its arck. 2 12 »q. feet, is sufficient for a reinforced concrete 
foundation. 

CAP. The shear value of the rivets in each flange cleat is M -1 tons. 

6LCCVC JOINT This fa designed to transmit a load of S6 tons- Tbc sizes shc/wn joined 
are S^' a S|' nominal by 34) lb. and 48 lb. req>ecuvely- 

For further explanation, see page tl2. 



* 

"L 



^ 



It 



Rivtti i' 



ScaJeji, 






STANDARD STANCHION DETAILS FOR 

B.F, BEAM Sr X 8^' x 48 lb., GREY PROCESS 

For StAnchio>n ProDcrlics and Safe Loads, mc pae^s 84. 85. 



LIGHT CAP, 
Weight, 47 ib. 



HEAVY CAP, 
Wei£ht: 57 lb. 



-9- 



^ 



t4 



' -> 



•M^ 



-^l-^ 



2V^ 



h — ^^ 1 

W 






Web Ls^ 

3V- 3)i-* fe' 



a 



6*.3V.4t,'L 




, " 1 IT W 




T 






CJ 



-« 







STANDARD BASE. 
Weifiht : 200 lb. 



r 



6'. V- I^-'l 



Rivets J' dia. 



Scale 3 inch = 1 foot. 







^ <) O - 6 

i 2f — J 



BASE. This is designed to transmit loads up to 79 toas, the safe central load for a height of 
12 £*ret, as given on page S5. Its effective area, 2-63 sq. feet, is sufftcient on reinforced con- 
crete for loads up to G8 tons : for greater loads a grillage fouadatioa is indicated, 

CAPS- The sfiear value of the rivets in tach flange cleat is, for the Heavy Cap W -4 tons ; for 
the Light Cap 14 -4 tons. 

For further explanation, see page 1 12. 



m 



Polo*. 

riles. 




T«oors, I 
Conereur 

Inert] 



123 





' Index, 





i 



STANDARD STANCHION DETAILS FOR 

BEAM 10 X 10" :, 44 lb., GREY PROCESS. 



For Welded Alternatives, see paee 144. 



For Slab bases, see paA:e 15f. 



Weight of Cap, 68 lb. 









1^ U- -12'-- 



17'—- 



* 






Web Ls 



^ 



^6'- 






I''^"d^5l3i 







Sin 



=^ 






<fr 








f/x 


A\K 


L 








1 


r 
- t 


^ ^ Q -0 


© 


-* 




■191 


r-i" 




' *■■ 








M' 




e o d- ^ 


^ 



I 

1 
* 

J 

Si 

I 

! 

1 
I 

1 







->^. 



^ 4 Y 



I 









r 



_1- 



1 



Weight of joint H6 ib. 



Rivcb '0 dia. 



bA^y-.-nl 



Wetsht of Bate. 30B Ib. 



Scale { inch ^ I foot* 



BASE. This is designed to tranimit loads up to 77 tons, the safe central load for a licij?ht of 
12 feet, as given on page K7. Its area, 2 77 tq. foet, i% Bufficient for a reinforced concrete 
foundation. 

CAP. The shear value of the rivets in tach flange cleat is 14-1 tons. 

SLEEVE JOINT, This 13 designed to transmit a load of 77 tons. The lises shown joined 
are 10' X 10' nominal by 44 Ih. and 61 lb respectively. 

For further explanation, see page tl2. 



124 



I 



I 

1 






c 



Rivf tj j 




STANDARD STANCHION DETAILS FOR 

B.F. BEAM 10' X 10' x 61 lb., GREY PROC 

For Stanchion ProQ^rtlmt and Saf* Loftd«, m« Mi<«ft fi?. 87. 



LIGHT CAP. 
We<fttit 01 rb- 



MCAVy CAP, 

Weight a9 rb- 




ft ■ 3 V- H L 

3W- 1 




• 3V- Vl 




nrr: 



/^v 




n 







STANDARD BASC. 
W»t«ht . 231 lb- 



«'.4-. Wl 



Rwets )' dia. 



Sca]« I inch » I (cot. 




2af 



BASe. mil is dMigned to Irsiwmit toads up to H ^ ton*, th^ s^tv ^ load lor a hetj|ht oi 

12 («ct, u given on page 87. lu f-f ■ c area, 3 ' n r«nlar< 

crete (or loads up to 76 tons ; lor gr«f.iic:i iooda a gruu^jc tvmmaiiwn u iaaicaiad. 

CAP& The shear \aUi^ of the riv«ts in ^j^A flo^ngo cleat is 14-4 tooa. 

For lurthsr explanatjoD. «m page tt2. 




IM 




STANDARD STANCHION DETAILS FOR 

B.F. BEAM 11' X 11" X 51 i lb., GREY PROCESS. 



For Wetded Alternatives, see cage 146. 



For Slab bases, tee page 151. 



Weight ot Cap, 70 lb. 



ic 



h- '2'H 




IR" -| 



6x3!'2"xVu 




# 



B ^ 



L7--J 



u&^ 



r 

•T 

L 




Web Ls 
3Vx3Vx'/[' 



;^ I :E ^^' 



■^j<3> 



^ >T- ^ ^ -^ _^j 







.« 



6*x 4 x'/«L 



■0 ^ 







4x4'x^ A 



<^<fe 



^i 



';■" 






^ 



rTgfc 



<^ 



r-:-- 




^ 



r-3V- 



■^ 



a><^ 



(p ^ 






;;»? 



t 



o 

I 






I U - -- 4 I.-4V - —1 I 
L 22" 1 



^ 




n 



^ 



<^» 




7'/4 



•nn^ . 






e 



-© 



-< 
< 



J 



*4t 






JM 



- 






^ 



■:;j 



A 



-^ 












-CM 

I 



'll 



Weigdl of joint 167 !lj. 



Rivals Vdia. 






I 



Weiffht of Bale, 247 lb. 



Scale j inch » ] foot. 



BASE. This is designed to transmit loads up to 94 tons, the safe central load for a height of 
12 feet, as given on page 87, Its effective area is aufficient. on rcmforced concrete, for loads 
up to 83 tons (600 lb. per sq. inch) ; for greater loads, a grillage foundation is indicated. 

CAP- The shear value of the rivets in rach flange cleat is 14 -4 tons. 

SLEEVE JO»NT. This 15 designed to transmit a load of 94 tons. The sixes shown joined 
are 11' X II' nominal by 51 j lb. and 76 lb. respectively. 



For further explanation, set page 112. 



1S6 



STANDARD STANCHION DETAILS FOR 

B.F. BEAM 11' X 11' X 76 lb., GREY PROCESS 

For Stanchion Properties and Safe Loads, sec paces 86. 87- 



LICHT CAP. 
Weifiht : 711b. 



HEAVY CAP, 
Weight: 77 lb. 






^-1-^ 



Uv4 



6'. sV-Vl 



18 



-12- 1 . 



We|> Ls 



• . ■ 



L ,,, J 



^^•--'^^ 






r-^ 



c* 



to 

C4 








STANDARD BASE 
Weiftht : 343 lb. 



6'. 4'. Wl 






- T 






Rivets I' dia- 



Scale £ inch = 1 foot, 



® ^ -^' — ^ ^ 



^ ^^^ff^ -; ; g j te 







-(S^ ^ 




h 25 *< 



BASE. This is designed to transmit loads up to 139 tons, the safe central load for a height of 
12 feet, as given on page 87. Its effective area is sufficient, on reinforced concrete, (of loads 
up to 102 tons (500 lb. per sq. inch) ; for greater loads, a grillage foundation is indicated. 

CAPS. The shear value of the rivets in each Sange cleat is, for the Heavy Cap 2t '7 teas ; for 
the Light Cap U-4 tons. 

For farther explanation, see page 112. 



127 



FoToi, 
Flies. 



M 




Rtvcti, 
Sous, 








Codt, 



1 




»l 




F. BE 



STANDARD STANCHION DETAILS FOR 

AM 12 X 12" X 59 lb., GREY PROCESS 



For Welded Alternat^v^es, see Di^ee 1^5, 



For Slab bases, see paee 15L 



-i-:*! 



Weight of Cap. 77 lb. 

-12--^ n- 19' 






f?T-^ 



^:?i^ 



Web Ls_ 

4'x4'x '^i' 




a ^ 



L_«-J 



8 






rrtitr, 




t 






T 



<& 'i ©■ — r-\ — ^1 I 



^> 






: 



©©^© Jt ^j^U ^ J 



^ 



6x4x»/L 



A _/li_ y1^ -/t\ -/f\ 




1 




8"^ 












^ 
a 




i-y 



H''^ 



^ 



^ 



-©■ 







♦ 






-iff 



^ 



^ 

fN 



1 



r^ 



Weight of juini 177 lb, 



Rivets Vdia. 



7V •J 



23 



Weiftht of Base, 264 lb. 



Scale I iDch = 1 foot. 



BASE. Tbis is designed to trausmit loads up to 110 tOQs. the safe central load for a height of 
12 feet, as given on page «7, Its effective area is sufficient, on reinforced concrete, for loads 
up to 90 tons (500 lb. ptT sq. incti) ; for greater loads, a grillage foundation is indicated, 
CAP. The shear value of the rivets in each flange cleat is 21 -7 tons. 

SLEEVE JOINT This is designed to traosrait a load of 110 teas. The si2c« shown joined 
are 12' x 12' Dominal by 59 lb. and Jil lb. respectively. 

For further explanation, sec page 112. 



128 




i 



fW 



STANDARD STANCHION DETAILS FOR 

F. BEAM 12" X 12" X 81 lb., GREY PROC 

For Stanchion Prop«rtic* and Safe Loads, sec pages 86. 87 



LIGHT CAP. 
WeiKht : 94 lb. 



HEAVY CAP, 
Weight: 97 lb. 



— 12 




a'. V- h'L 




,!■.-, 



U'.*'. Vl 





STANDARD BASE. 
We-Kht : 349 lb. 



Kivets 1' dia. 



Scale J inch = I (oot. 



6'' 4" • Wl 




' 3-,2%' V 




^■' 






e". V. Vl 



-^ — ^ Q ^ -^ 




J 



t 2S' J 



BASE. This is designed to transmit loads up to 152 tons, the safe centraJ load for a height ol 
12 feet, as given on page ST. Its effective area is sufficient, on reinforced concrete, for loads 
up to 106 tons (500 lb. per sq. inch) ; for greater loads, a grillage foundation is indicated. 

CAPS. The shear value of the rivets in each flange cleat is, for the Heav)- Cap 28 9 tons ; for 
the Light Cap 14-4 tons. 

For further explanation, see page 112. 



f 



/ 



^ 



im 



rues. 




Bolts. 



Fi«i«,. 







.r 



129 




iTfi 



WELOCO STANCHION CONNECTIONS 



for 



■ROAD FLANGE BEAMS, QREV PROCESS 



JET 



I 



/♦ 







lOlfi 




I 

I 
J 



iss 



WELDED STANCHION CONNECTIONS 

FOR BROAD FLANGE BEAMS. GREY PROCESS. 



The foUow-ing notes relate to the welded designs of Caps, Bases, and Joints on 
pages 235 to l49. Details are given fr.r the undermentioned sections of Broad Flange 
Beams in their Die (minimum) and Din (medium) weights respectively. 



4' 

6" . 

7' y 

8- X 

H'y 

10' y 

U 

12 



4' X 11-0 and 14'S lb. per foot . 



O' 



6' X 17-6 

7' X 24- S 

8' X 30- 1 

8i"x 34-.". 

10' X 44-2 

W X 51-4 

12- X 58-9 



1 1 



24-9 ,. 
34-7 ., 
43-6 ., 
48-0 „ 

61-1 .. 
75-7 „ 
81-2 .. 






ft 

1 1 



« « ■ 



' I ■ 



> > f 



• • ■ 



> k • 



t • • 



« • • 



Pages 135 
136-137 
138-139 
140-141 
142-U3 
144-145 
146-147 
148-149 



WEIGHTS. 

The stated weights allow for the fillet welds shown. 

CAPS. 

The cap plates are shown with the minimum projection (J") required lor the 
welding operation. Usually, no greater projection will be required, connection bolts 
to the supportfd gir(ler(s) being located between the stanchion flanges ; but the 
plates can he extended when necessar>', eg., to provide a longer bearing for girders 
hshplated over the sUnchion. The unstiflened plates are welded along the stanchion 
web and outside flange edges only. 

STANCHION JOINTS. 

The type of joint shown for the various stclions is more economical than the 
splice plates customary jn riveted joints. 

For the purposes of the drawings of Din sections {ripht-hand pages), the upper 
stanchion is assumed tn be the Die (minimum) weight of the same section. In these 
and aU other tascs where the whole section of the upper stanchion has a direct bearing 
on the stanchion below, a sufficient thickness for the division plate is 3/8' for sections 
up to 7 . 1/2* lor sections 8* to 12', and 6/8' for sections 14' to 18'. 

In these Din <Ira«-ings, the sizes of the welds on the division plate have been 
made siifhcient to yield not less than 60% of the moment of resistance of the lower 

stanchion. 

In the drawings for Die sections {left-hand pages), the upper sUnchion is assumed 
to be a smaller Die section (shown in the table below). In these cases, the thi(-kncss of 
the divi sion p late ha.-i been made sufficient to transmit the load on the assumption 
1 *. that the upper stanchion is stressed to 4) tons per sq. inch, allowing 
J ^ a flexural stress in the plate not exceeding 8 tons i>cr square inch. 

( ( The required thickness (p) of the division plate will vary 

_J 1^ according to the length ol the lever arm a in sketch and the load on 

p the upper stanchion. Assuming the compressive stress in the upper 

-| j~ stonchion flange to be 4| tons per square inch, then the necetsar>' 

thickness of the division plate, allowing a flcxtiral stress in the plate 
not exceeding 8 tons per square inch, max- be found by the formula 



\ 



p _ ^3-375 Ta 



TlefoUff 



complet 
laitaUc 

Foi 
lesstha 

tfcctioQ 
*eldiag 
tbetttc 
division 



ffLlCE 

Ifl 
We of: 



i 




WELDED STANCHION CONNECTIONS 

FOR BROAD FLANGE BEAMS, GREY PROCESS.— Continued. 



The following are typical results of the application of this formula. 



Lower 


Upper 


a. 


P 


Staachion. 


Stanchion. 


[incbes). 


(inches). 


6" Die 


6" Die 


■375 


6/8 


7" Die 


64' Die 
6* Die 


•575 


7/8 


8" Die 


•685 


7/« 


8J"Die 


7" Die 


•495 


7/8 


10" Die 


8" Die 


■655 


1 


n" Die 


9*" Die 


■465 


7/8 


12" Die 


lOi" Die 


■485 


1 


14" Die 


12i" Die 


•405 


1 


10" Die 


14^ Die 


■365 


1 


18" Die 


16" Die 


•474 


1-1/8 



If the size oi the upper stanchioa is such tbat it has very nearly but not quite a 
complete direct bearing, an intermediate thickness for the bearing plate will bo 
suitable. 

For the sake of the fillet weld, the division plate must have a projection of not 
less than 1/2", as shown on the draAvings. 

The web cleats provided serve only for bolting the stanchions together during 
erection ; they are made small, usually only 3" x 3", so as to leave room for the 
welding between the cap plate and stanchion shaft. These angles are \\elded along 
the two vertical edges to the upper stanchion web, and along the outside edge to the 
division plate.* 

SPLICE PLATES. 

If the use of splice plates is preferred, as in Figs, 1 and 2 overleaf, the appropriate 
size of splice plates may be ascertained from the following table: — 



Upper 


Splice 


Maxiinum 


Stanchion. 


Plates. 


Load. 


4' X 4" Die 


9' x j" 


6*7 tons 


6' X 6' Die 


12' X i' 


20 .. 


7' X 7" Die 


t r 


34 „ 


8' X 8' Die 


12" X J- 


40 .. 


Si'x Si'Die 
id' X 10" Die 


* 


66 ,. 


15" X J' 


77 ,. 


11' xU" Die 


18' X 4* 


94 .. 


12" xl2' Die 


II 


110 ., 


14' xI2" Die 


18" X r 


140 „ 


16" xl2' Die 


9t 


157 .. 


18" xl2" Die 


22" X r 


178 .. 



• For sections 4* to 10', these web cleats arc cut trian^Iar in order to provide sufficient ctcarancr 
(for the weidiDg opeiation) between tlic cleat and tbe ^tanchioo flanges. 



Ill 

IP 



1 ■ - 



Polo I, 
Pi;e5. 




Itlvota, 

Bolt:. 



133 




Hi 



I 



I 



WELDED STANCHION CONNECTIONS 

FOR BROAD FLANGE BEAMS. GREY PROCESS. Continued. 




1 




gtAacfakmt at Dii' 
and Urn wdcbu 




Fig. :. 

SUUkCBIOBB of 



la J IK I. the width ol tlic platei will be (b-l). The welds below the loint Ar« 
J'uptuli- . 12". and |'f..r the U'to IH-sciii.ms; atK>ve the jmrit. the pre«nie 
111 the thin hilf-r ]>Utct n«(. .^Im a duuble run, and the weW» are accordim-Iy I* 
for alJ -« / • 

III I IK 2. the width ni the plates w-ill he fb - 2). and the wddt wUI be 4* up t-. 
12' y 12'; I' l<»r t}iedcri <r wtioni. 

The- vnt^ wnjl hv ^, ,,. ,•- up to thr - ified " maximum load." this b«bu 
ti»e cap*L.: . i Uic fctajuhi.m i-j i, S S. (omiuLi u.i a height of IS feet, aa UbnUted 
oa paces hi~Sl. 

The welds khown in Fig* I and J arc capable of Iransmttting not Icm tlian bO\ 
of the Uj*d of the upper stanchioa* when loadMl to itt capacity at 12 it^t high 
the rcmamdcr of the kwd bauf aMumod to be transmitted \>y diiwct beaiing. 

BASES. 

The bases sbown are of ap" ' imatdv the aanw daaa as the riv 
previi^u* chsi>t«r. and are ddnKuci on the mna ffeneral pf 
pa«e 113 ■ * 

The fillet weMt to KUB»rt plates are a- 
m order to make thetr full lenprth 



^■ei ill Xiic 
lainad on 

' , in all 



1 inch, are aa 






ft 



VALUE OF WELDS. 

Ibe aamnod vaiuei of tba ««lds (m pag* UB), tDU per Ui 
follow :— 

t i'^ fiUet •■■ tons lidc. 1*24 tuna «ad Weld. 

f'J, I'M .. ,. ISA „ 

» * 1*77 .. „ 3-4B „ 

Tht aanuMd ■a rrvw l w«u and weighu are :— 

I,«*&llrt - (tt« aq. Ina.. 0- ISS lb p« foot. 

V,I. /J?* ****•" 

i/Z ^ .*. ... ... 1-il U-44A 

F, ' liBi Hn ^ tw i rtMH ^wi t rh.pt> «cestU— S4« 

m«r# Lk«a *v*:^ lor IM 



» 



tS4 



^ 



WELDED STANCHION DETAILS FOR 

B.F. BEAM 4" x 4' x 11 to 15 lb., GREY PROCESS. 

For Riveted Alternatives, see page IW. 



Weight of Cap, 3 lb. 






n 



^1 . 



T 



a^ 



L 



H 



u?-^ 



Weieht of Base. 9 lb 



K -} -I 






DIE or DIN 

In the following pages, 
sepvate designs are given (or 
Die and Din weights of each 
section; in this instance, the 
details shown are equally appro- 
priate lor both Heights. 




=4. 



I y^ 



1/4' Fillet Welds throughout, 
Scale J inch = 1 foot- 



The required thickness of the division plate in the stanchion joint, here shown as J', will 
vary according to the section and load of the upper stanchion ; see page 133. 

The stanchion base is designed to transmit loads up to 9 7 tons, the safe central load of 
the Din weight (15 lb per foot) for a height of 12 feet, as given on page 85. Its area, 44 
sq. feet, is sufficient for any good concrete foundation, with or without reinforcement. 

For further explanation of these drawings, see pages 132-134, 



II 

I* 



Po\e§ 




Blvotj, 

Bolu. 




ii:r^ 



135 



i 






Vain, 



WELDED STANCHION DETAILS FOR 

,r. BEAfW 6' X 6* X 18 lb., GREY PROCESS 



For Riveted Alternatives, see Dape T\S. 



Weicht of Cap. 5i lb. 



r'^ 



-i'^ 



LJ 



T^ 



Ih 





i<:; 



r 

O 

I 





■f- 




+ 


H 


i * 




-^ 


^^- 


\2- 


^^ 



f 



Weirhl of B«se, 45 lb. 



T 



I 
1 



u--^\ 



i 



L_i-. 




Hili 



1/4' FiUct Welds throughout. 
Scale I inch — I foot. 



j 



Tbe required thickness of the divinon plate in the stanchion joint, here shown as I' will 
vaiy according to the section and load oJ the upper stanchion ; see page 133. 

The stanchion base is dcsipied to transmit loads np to 20 tons the safe central load for a 
height of 12 feet, as given oo pa«« 85. Its area, 1 17 sq. feet, u nifficient for any good coociete 
loundaticn, with or without reinforceinent. 

Fot further explanation of thcM drawings. sc« pages 132>134. 



196 



k 



WELDED STANCHION DETAILS FOR 

B.F. BEAM 6% 6\- 25 1b., GREY PROC 

For Riveted Alternative. »ee pace Il7. 



>»^ 

-P,- 



Wcght of C»p. 51 tb. 



•5v;. 



n 



3^i,l 



J_ J 




I 




Wc<sht of Base. ^ lb. 







Fl 



1/4' Fillet Welds throughout 
Scale I inch ^ 1 loot. 



The required thickness o( the division plate in the stanchion joint, here shown u |', will 
vary according to the section and load of the upper stanchion ; seepage 133. 

The stanchion base is designed to transmit loads up to 29 tons, the safe central load for a 
height of 12 feet, as given on page 85. Its area, M7*q. feet, is sufficient lor any good coocrele 
loundation, with or without reinforcement. 

For further explanation of these drawings, see pages 132-131 








teitf. 







i 



It? 




I 



WELDED STANCHION DETAtLS FOR 

F. BEAM T X 7'x 25 lb., GREY PROC 

For Riveted Alternatives, tee pace "S- 



Wcicht of Cap, 7 lb. 



♦ r- ° "^ 



6' 



•6 



V- 



"1 



8 
t 



T 







T 



r 




k— 



13 



Wcicht of Ba««. 74 lb. 




(i 




Km 



LiJ 





1/4' FUJct Welds throughout 
Scal« f inch = 1 foot. 



The required thickness of the division plate in the stanchion joint, here shown as J^ vnll 
vary according to the section and load of the upper fttanchioo ; ace page 133. 

The stanchion base is designed to transmit loads up to 34 tons, the safe central load for 
a height of 12 feet, as given on page 85. lU area. I -66 sq. (cet. is sufficient lor a remlorced 
concrete foundatioa. 

For further explanation of these drawings, see pages 132-1S4. 



188 



I 

1 



WELDED STANCHION DETAILS FOR 

B.F. BEAM 7' X 7" X 35 lb., GREY PROC 

For Riveted AJtern«tiv«, tee Da(« 119. 



Weiffht of Cap, 8 lb. 



I- 71 "-. 









1 / 




\ 


ir 




n 



if? 



^ 




Weicht of Ba>e, 9S lb, 



\-»'M 




T 







1/4' Fillet Welds fin black) throughout. 
Scale I inch = 1 foot. 



The required thickness of the division plate in the stanchion joint, here shown as |', will 
vary according to the section and load of the upper stanchion ; see page 133. 

The stanchion base is designed to transmit loads up to 50 tons, the safe central load for a 
height of 12 feet, as given on page 86. Its area, l-77sq.feet, is sufficient for a reinforced concrete 
foundation. 

For further explanation of these drawings, see pages 132-134. 



I 



Piles. 



A 




ci 



Bour. I 
Pfaies. ; 



-7 



•// 



139 






j, ^y_y, 




It 



* 



WELDED STANCHION DETAILS FOR 

B.F. BEAM 8' x 8* x 30 lb., GREY PROCESS 



For Riveted Alternatives, sec oaffe 120. 



We-£ht of Cap, 10^ lb. 



V" 



H 









"t 


^ -^ 


H 


■ 


•^ H- 




■ 14- 



_i^ 



W«ichl of Bate, 89 lb. 




> 



r 



L.-il 




Cm C5 



I /4' FiUct Welds throughout 
Scale J inch = 1 foot. 



The required thickness of the dnision plate in the staochion joiot, here shown as \', will 
vao' according to the sirction and load oi the upper stanchion ; see page 133. 

The stanchion base is designed to transmit loads up to 46 tons, the safe central load for 
a height of 12 feet, as given on page S5, Its area, 1 -78 sq. feet, is sufficient for a reinforced 
concrete foundation. 

For further explanation of these drawings, see pages 132*131- 



140 



^ 



] 



.^t 



WELDED STANCHION DETAILS FOR 

B.F. BEAM 8" X 8' X 44 1b., GREY PROCESS. 



For Riveted Alternativep see p^se 121. 



i^i 



Weisht of Cap, 10) lb. 
9'^^ h*- 9" 




7%"- 



ijs 




"1% 



''Mil 





Ll_ 




T 

H 

i 





^ 



^ 




' *^ 



1-6 



Weight of Base. t24lb 




.f*i 








I _ 0- - J 



\' Fillet Welds in black- 
i' M ,, -red. 

Scale \ inch = 1 foot. 



The required thickness of the division plate m the stanchion joint, here shown as I', will 
vary according to the section and load of the upper stanchion ; see page 133. 

The stanchion base is designed to transmit loads up to 68 tons, the safe central load for a 
height of 12 feet, as given on page 85, Its area, 2' 38 sq. feet, is sufficient for a reinforced concrete 
foundation. 

For further explanation of these drawings, see pages 132-134, 



141 



i. 



Polos. 

Piles. , 




IMvott, 
BoU:. 




WeUinf, 



Intrtli 




Co<H.' 



I 




B.F. BEA 



WELDED STANCHION DETAILS FOR 

M 8V X 8J'x 34i lb., GREY PROCESS 

For Riveted Alternativ'C, see pa£« 122. 



Wc'shl of Cap. Ill lb. 



I 



■8^8"- 











+ 



-t 




rr 



weiarhl of Ba<«, 97 lb. 



r^ 











s 

II 




i' FUlet Welds in black. 

I' ff M I* red. 
Scale j inch = 1 foot- 



The required thickoess of the division plate in the stanchion joint, here shown as |', "will 
vanr' according to the section and load of the upper stanchion ; sec page OJ. 

The stanchion base is designed to transmit loads up to 56 tons, the safe central load for 
a height of 12 feet, as given on page 85. Its area, 2 12 sq- feet, i^ sufficient for a reinforced 
concrete foundation. 

For further explanation of these dravrings, see pages 132-134. 






142 



rsi 






O^ 



WELDED STANCHION DETAILS FOR 

F. BEAM 8f X Sy x 48 lb., GREY PROCESS. 

For Riveted Alternative, see paee 123^ 



Weight of Cap. T2 tb. 



y;4 



93^" 



/e 



I^Yb 



if.' 



6^4 






9K 



7# 




-6% 



! 



LJ_J 






'T 



■-T* 






4 



-f 



^ 



1-7' 



=^ 



J^ 



•93i 



I 



I 




iJ 




i - gy,"-^ I 



Weiftht of Base. 146 \h 



i' Fillet Welds in black 
I' ,. ,. red. 

Scale I inch = 1 foot. 



■ 
The required thickness of the division plate in the stanchion joint, here shown as J', wiU 
vary according to the section and load of the upper stanchion ; see page 133. 

The stanchion base is designed to transmit loads up to 79 tons, the safe central load for a 
height of 12 feet, as given on page 85. Its area, 2-77 sq. feet, is sufficient for a reinforced concrete 
foundation. 

For further explanation of these drawings, see pages 132-134. 




i 

i 



I 



Poiei. I 




BoUs. 



143 




H 




L 



^\ 



WELDED STANCHION DETAILS FOR 

B.F. BEAM 10* X 10' x 44 1b., GREY PROCESS. 



For Riveted Alternativ^es, see page 124 



For Slab bases, ser pace T5 



Weight or Cap, 19 lb. 



^i h-""~*l 



ri 



H 












I' 

I 



4^ 




4 



K 




Weicht of Bate. 141 lb- 



1' Fillet Welds in black. 
Scale i iDch — 1 foot. 



The required thjcknMS of the division plate in the stanchion joint, here shown a.s 1', will 
vary according to the section and load o( the upper sUnchion ; sec page 133, 

The stanchion base is designed to transmit loads up to 77 tons, the safe centnU load for 
a height of 12 feet, as given on page 87. Its area. 2-77 sq, feet, is suflicient for a reioforcod 
concrete foundation. 

For further explanation of these drawings, sec pages 132-131. 



L 

144 








WELDED STANCHION DETAILS FOR 

F. BEAM 10- X 10' X 61 lb., GREY PROC 



For Riveted AKcrr\Ativ«, %e^ D^se 25 



For 8lab bat«s, se6 t>:i^t: 15^ 



.» 



cr 



W«icht Of Cap, 19 lb. 



'^± 



II 



H 



J 



U3/; 



9% 







l-9V|— 














Vik 



I 



Il.± 









II 




A 




Jl' 



1-9' 



J 



W«>Bht ofB^m^. 214 lt» 



Heavy black lines indicate }' fillets* 
Red lines are j' fillets except where marked \ 
Scale I inch - 1 foot. 



The required thickness of the division plate in the stanchion joint, here shown as J', will 
vajy according to the section and load of the upper stanchion ; see page 133, 

The stanchion base is designed to transmit loads up to 108 tons, the safe central load for a 
heightof I2fcct,asgivcnonpagc87, Its area, 3- 35 sq.fi-et, is sufficient for a reinforced concrete 
foundation. 

For further explanation of these dra\tings, sec pages 132-134. 



1« 



Poloi, 

riii6. 










iWii* * 



I ^ 





L 



WELDED STANCHION DETAILS FOR 

B.F. BEAM 11' X 11' X 51ilb., GREY PROCESS. 



For Riveted Alternative, see page 126. 



For Slab basei, see pagre 151. 



Weieht of Cap, 23 lb. 



-f^ 



t— I2-— 1 



n 








I 

I 

T 



1 









k 



'A' 




4- 





i^,-J 



12 



' c\t 



n 



Ji 



I 



Weight of Base. 171 lb. 



• Fillet Welds in black, 
red. 

Scale J inch ^ 1 loot. 




The required thickness of the division plate in the stanchion joint, here ^hovm as j', will 
var>' according to the section and load of the upper stanchion ; see page 133, 

The stanchion base is desired to transmit loads up to 94 tons, the safe central load for 
a height of 12 feet, as given on page 87, Its area, 3 06 sq^ feet, is sufficient for a reinforced 
concrete foundation. 

For further explanation of these drawings, see pages 132-]34. 



146 







T 



■*r- 



T 



.t 



Tl 

T 

bi. 



WELDED STANCHION DETAILS FOR 

B,F. BEAM 11 " X 11" X 76 lb., GREY PROCESS. 



For Riveted Alternative, sec page 127, 



For 6lab bases, see page 151. 



T 



_ I 



s€T 






Vq_K 12" H 



I 



II 



'/2 



V 




If 



2-0" 



WeJftht of CaD> 231b. 




Weieht of Base, 3071b 









Heavy black lines indicate J' fillets. 

Red lines are J' fillets eTCcept where marked 1', 

Scale i inch = 1 foot. 



The required thicltness of the division plate m the stanchion joint, here sho^vn as J', will 
vary according to the section and load of the upper stamhion ; see page 133, 

The stanchion base is designed to transmit loads up to 13D tons, the safe central load for a 
height of 12 feet, as given on page 87. Its area, 4-33 sq. feet, is sufficient for a reinforced concrete 
foundation. 

For further explanation of these drawings, see pages 132-134, 



147 



If 



Poloj, 
Piles, 








1141' 




II 



WELDED STANCHION DETAILS FOR 

B.F. BEAfVl 12" X 12" x 59 lb., GREY PROCESS. 



For Riveted Alterriative, see i>aec 128. 



For SlAb bases, see oaee 1:>f 



II 

'/7 



1 1 V- 




CD 



i= 



rr 



Weieht of Cap, 28 ib. 



r 





c 



J 







r 
1- 






4li 



4- r ri 



i^ 




,> 



ri- 



^,J 



Weight of Bate. 196 lb. 



r Fillet Welds in black- 
i' .. » .. red. 

Scale 2 inch = 1 foot. 



The required thickness of the division plate in tlie 5taachion joint, bcre shown as 1', will 
•VATy according to the section and load of the upper stanchion ; sec page 133. 

The stanchion base is designed to transmit loads up to 110 tons, the safe central load lor 
a height of 12 feet, a$ given on page 87, Us area, 3-5 sq. feet, is sufficient for a reinforced 
concrete foundation. 

For further explanation of these drawings, see pages 132-134, 



148 



n 



F«r 



R(»ptrf 



1 



.1 



¥ 



■ 

J 



L- 






WELDED STANCHION DETAILS FOR 

B.F. BEAM 12' X 12" X «1 lb., GREY PROCESS. 



For Riv«ted AlternjitUc, t-ee p^se 129. 



For Slab bAiei. tee p^ftfl 151. 




wetcht or Cjip. 28ib^ 



Wefcht of Ba»«. 337 lb. 



h — I -I' 






Heavy black lines indicate J' fi]]eU< 
KeJ tines uc ]' t'lUeU except where markeJ | 
Scale { inch — 1 foot. 



The required ihicknes^i of the division plate in the stanchion joint, here shown a* i*. will 
vary according to the acclion and load ul the upper stanchion ; mo pAge 133. 

The stanchion base is designed to tra.nsrnit loads up to 162 tons, the »jfe central load for a 

heiphloi 11; leel. as given on pages?, It^area, -i-flffsq.leet. issuflicient (or *remiorcedcoacroie 
foundation. 

For further explanation of these drawings, sec pages 132-134. 



14t 







■oiu 



J. 



C«fie, ;|^r 



1 





I 





II 



160 



Id recent steclframe buildings ia EDglandand the United States^slabbasesare widely used 
in preference to riveted bases ; slab bases are made with steel plates thick enough to permit of 
the entire load being transmitted from the column shaft to the base plate by direct contact. The 
primary object is to avoid loss of space in the basement, or the alternative of deeper excavation. 
Unless the stanchion load is very great, slab bases can be made large enough to go direct on to a 
concrete or reinforced concrete foundation, thereby dispensing with grillage joists. This t>T>e of 
baseisnot appropriate for exposed work. eg. sheds, tank supports, viaducts, etc. v here there is 
an overturning moment to be taken into account, unless the structure is efficiently braced to 
prevent raking. 




Fig. i; 

If the stanchion is placed direct on the concrete foundation, the area of the base is deter- 
mined by the allowable pressure (P) on the concrete. This is usually taken at figures ranging 
from 30 to 40 tons per sq. foot.* 

For Mcertaining the required thickness (t) of the slab, t\\'o formula are in vogue, giving 
rather widely different results, 

(i) That given in British Standard Specification 449. §25a. is equivalent to: — 

t^=3p/f(y--Jy,»). 
where p = safe pressure in tons per sq. inch, 

f = safe tensile stress in the steel, taken as 9 tons for mild steel or 13*5 tons per sq. 
inch for high tensile steel, 
y, y\ = projections of slab, as in fig. 1, y being the greater. 
This formula treats the projecting portion of the slab as a cantilever of lengthy, with an upward 
load of p per sq inch over the area B y, and takes into account the counter-effect of the trans- 
verse strain, Poisson's ratio being taken as one-fourth. 

(ii) The more conservative and theoretically less correct formula adopted in the London 
County Council's By-laws, 1937 (§69) is equivalent to : — 



-=^i(^^) 



where (D — d) is the greater overhang,! 
W = total axial load in tons. 
f = safe tensile stress, taken as 9 tons per sq. inch, asbetoe. 

This formula assumes the maximum bending moment to be at the centre of the slab treating 
it in effect as a pair of cantilevers of span B 2 with an upward load W/ 2 distributed over B; 2 and 
an equal downw ard load distributed over b/2. 

In the table on page 151, appropriate dimensions of mild steel bases are given for both 
formulae, and for alternative bearing pressures of 40, 35 and 35, 30 tons pcrsq, foot. 



• In a OM died by Mr. Bytander of a London building erected in 1910. « prcMure of 1. 000 lb, IftI ton* per ta (ootl 
lued ftafely : but tbia ii coiwdcr«d tuo low a mATKiD. 

t Sometime* (D — b) irUl exceed (D — d), Kd irhich ca»c for "T tub«Utute - — ' 

b a 




SLAB B* 
The 
Tht 

sp«ebt 
Be 

oneconc 

HACHIN 

Iq 
wjtliout 
over 4' 1 
4'thict 

iftti«£l 

COMME 

Til 
nearest 

for mac 



$1 



Nomja 



la 

10 10 

UkU 
UvU 

II 
H 

14 xU 

■I 

n 12 



TV 



SLAB BASES— Continued. 



8LAB BASES ON QRILLAQES. 

The thicknesses ol slab bases on grillages are calculated in a similar manner. 

The breadth of the plate is determined bv' the size and number of RS J. 's beneath, sufficient 

space being left between the tlanges for concreting in. 

The depth of the plate is arranged so that the overhang is not so great as to necessitate an 

uneconomical base. • 

MACHINING, 

In American practice, slabs up to 2' thick are rolled flat and smooth enough to be used 
without further treatment. Plates over 2' to 4' thick are straightened in a press ; with plates 
over 4' thick, theareaincontactwith the column shaft and its angles is machined ; if a slab over 
4' thick rests on grillage joists, the underside also of the slab is machined In British practice, 
the area in contact with the column shaft and its angles is usually machined ; the underside also 
if the slab rests on grillage joists. 

COMMERCIAL THICKNESSES 

The thicknesses of slab bases as ordered from the mills are usually round figures to the 
nearest fourth of an inch up to IJ* ; over 1^', to the nearest half-inch. About J' must be allowed 
for machining ; or J' if both surfaces are to be planed. 



(itt 



TABLE A. Sizes of Slab Bases by Various Formulae. 



Sli« oX Columo. 



Nominal. 



Ins. 

10x10 
Uxll 
12x12 

rt 

J r 

14x12 

n 

Ml 

16x12 

■ t 

18x12 

f • 



Lb. 
103 

135 

59 
81 

158 

76 
101 

170 

85 

110 
172 

9€ 

122 
175 



Actual. 



Ins. 
d X b 

10'8X10-1 



12-2X11-4 

11-4x11-7 
11-8X11-8 
13-2X12-2 

13-7x11-7 
14-2X11-8 
15-4X12-2 

15-3X11-7 
15-7X11-8 
16-9X12-1 

17-2X11-7 
17-7X11-8 
18-7X12-0 



ASSUMed 
hoaa 



Tons. 

184 

250 

110 
152 
298 

140 
188 
320 

157 
205 
323 

178 
227 

327 



B.S.S. FonnuU. 



40 Tons 
per »q. ft. 



3& Tons 
p«r aq. ft. 



Ins. 

26x26x2-1 

30x30x2-5 

20x20x1-1 
24x23x1-6 



Ins. 
28x27x2-1 



I,.C.C. Formula. 



35 Tods 
per sq. It 



Ins. 



28x27x3-1 



33x32x2-5 33x32x3-7 



21 X22X1-3 
25x25x1-6 

34x32x2-8 36x34x2-9 



24x21 xl-4 
27x25x1-8 
36x32x2-8 



26X22X1-^ 
30x25x1-9 
37X32X2-C 



( 



25x23x1-4 
29 X 27 X 1 • 9 
38x35x2-8 



27x24x1-4 
31 X28X2-0 
39x34x2-7 



30 Tons 
per »q. ft. 



Ins. 
30x30x3-2 

35x35x3-8 



21x22x2-1 23x23x2-2 
25x25x2-6 I 27x27x2-7 
36x34x4-1 39x37x4-2 



25x23x2-4 

29x27x2-9 
38x35x4-1 



27X24x2-5 
31 x28x3-l 
39x34x4-2 

30x25x2-8 



28x23x1-5 30x25x1-6 

32x26x1-9 34x28x2-0 ' 34x28x3-3 

38x31x2-0 , 40x34x2-7 40x34x4-1 



27x25x2-5 
32 X 29 X 3- 1 
41 X 38X4- 2 

29 X 26 X 2- 6 
33X30 X 3-1 
42x37x4-3 

32x27x2-9 
35x31 X 3- 3 

43x37x4-2 



The aaaumed load (W) ia tlic safe central load by BriLish Standard Specification formula (hiugcd ends), afl tabulated oa 
pa£» 87. BO, for a heij^ht of 12 feet. The areaa of the baje^ are as nearly as possible W/P. 

The thick neaa of tJxc aUb is c^culated for tlie a^nmcd load fW) by Lhc fomuiLc on page l^Oi 
For luTthcr Uct^iil^, s^c Table B and typitia] drawing overleaf. 



Polos, 
Piles, 




Rivets, 



"J 



Con Sf sit 




Weldint 



Piaiei. 
Isvrtl 




151 



Code. 




H4I 



SLAB BASES—Continued. 



Size of Coltimn. 



TABLE B. Approximate Weights, etc. 
Pfangc Cl«&ts. Web Ocatv 



KominAJ. 



Actual- 



Size. 



10 X 10 

11 ^ 11 

12 X 12 



14 



16 



18 



Lb. , 

1U3 10-8 X 10] 

i 
135 12-2 X n-4 

I 
59 11-4 X 11-7 

61 11-8 X ll'R 

I5S , 13-2 X 12-2 



12 



X 12 



7C 13-7 X 11-7 

101 M-2 X 11-8 

170 15-4 y 12-2 

85 - ).S-3 ^ 11-7 

110 )5-7 X 11-8 

172 ie-9 X 12-1 



X2 



Ina. 
6 X 4 X i 

«■ 

It 
H 

n 

6 X 4 X i 
6 X 4 X I 



tt 



Vi 



f( 



Ol 




SUc. 


IH. 




Io8. 


ti 




. ■ - 


7 




• •* 


8 




• •• 
«■• 
a « • 


7* 

7i 
8 




■ * * 


7i 

7* 
8 


4 
4 


X 4 X } 
X 4 X 1 

t ■ 


7* 

8 




n 



Id*. 



■ > > 



11 

11 
II 



Wdght of Sam {mpproxl 



B.S.S. 



12 
12 

12 



40 T 

Lb. 
464 

673 

178 
311 

887* 

251 

372* 

936* 

307 
502 

1000 



353* 
551 

914* 



>(• T 

Lb. 
514 

784* 

200* 
347 
1079 

281 
481 

I075» 

339 
568* 

nil 



451 

619 

tI40 



I^CC 



S6 T 

Lb. 
729 

1I5S 

331 

524 

1512 

444 

703 
1640 

522* 
814* 

1674 



663* 
956* 
1718 



so T 
Lb^^ 
6til 

1338* 

374 

605 
I77ti 

513 
892 

1914 

651 

988 
1949" 



*tr, 17-2 X 11-7 
122 !7-7 X n-8 

175 18-7 X 12-0 
I 

This table is to be read in conjunction xsith Figs. S— 1. The tabulated weights include the 
cleats, rivet beads, and bolts (countersunk on underside] sboun in Tigs 2-4. All rivets and 
bolts are j[' diameter. 

In computing these ^vcights, the thickness of the slab is asttumcd to be the nearest round 
figure (in fourths of an inch) above the theoretical thickness as given in Table A, except those 
marked with an asteritk, for which the theoretical thickness is less than 1/10" above the 
nearest round figure; in these cases the neatest round figure is assumed. Sec also notes on 
page l.'il regarding commercial thicknesses and machinin];. 



813 
1186 
1996 




Jl 



a. 



Fig. 4. 



F.g2 




Fi«. 3. 



ise 



I I 



BROAD FLANQE BEAMS AS POLES 



Notes on uae 

8afe Load tables 

Oenection tables 

Illustrations... 

Extra wide flanged sections 



»> ■ a B B 



• •■ 



■ • ■ ••• 



*•■ 



t ■• 



Page 

IJI-15S 
156-157 
158-159 

I GO- nil 
164 



^ 



Po'M, 

niM. 



PILING. 



B.F. B«am Piles 
Larssen Piling 



«« * ■ • > 



• « > 



165-166 
l6S-ltiO 



W«li 



ui 



in 





I 

i 



BROAD FLANGE BEAMS, GREY PROCESS^ 
AS POLES AND STANDARDS. 



Broad Flange Beams. Grey Process, are ver\' suitable for electric power, telegraph, 
and telephone poles, railway signals, lamp standards, tram and trolley-bus standards, 
and railway electrification, and are extensively employed for these purposes. A t>'pical 
electric railway portal structure is illustrated on page 160, and various simple connec- 
tions for standards on pages 162 to 164, 

Comparison with other types of poles — reinforced concrete, timber, and steel 
(latticed or tubular) — shows the superiority of the wide-flanged steel beams ^^-ithin 
the limits of their capacity. 

The ordinarj' rolled steel joist is unsuitable owing to its relatively narrow flanges, 
and consequent weakness about the YY axis. Broad Flange Beams, Grey Process, are 
usually adequate in this respect ; but where necessary, the various sections from 4' 
to 8" can be supplied with extra wide flanges (see table on page 164), 

Though heavier than tubular or latticed poles, B.F, Beams are cheaper, owing 
to the higher price of tubes, and the fabricating costs of latticed poles. The economy 
of the B.F, Beams is still greater in the long run, owing to their longer life, as they are 
easily painted all over, and the metal is thicker. 

They can be delivered with the utmost speed, owing to the very little work to be 
done on them after rolling, and they can be roiled at the rate of 500 to 1,000 tons 
a day. 

They occupy less ground space than latticed poles — an important consideration in 
large towTis ; and owing to their square shape and clean square edges, they are in fact 
less unsightly than round jxjles. The ends can readily be shaped in the manner shown 
on pages 163 and 164, Figs. / and t\ 

Their wide parallel flanges ofier the utmost facility for all requisite connections; 
and unlike tubular and concrete poles, they are easily climbed by means of simple 
climbing irons of special form. 

The fact that these l>cams are of uniform section, instead of tapering towards 
the top. means surplus material ; this, as pointed out above, is more than 
compensated for by the low cost per ton. But if preferred (on the score of appearance), 
poles can be made ^^ ith Broad Flange Beams of diminishing section, by the Acma 
system, as illustrated on page 161. 

These beams can be rolled in any lengths required. Lengths up to about 40 feet 
can be galvanized, if required ; but this adds considerably to the cost. At far less 
cost, they can be rendered partially immune to corrosion by a small addition of 
copper (see "Tests, Extras"). 



I 






IM 




1 



B.F. BEAMS, GREY PROCESS, AS POLES.— Continued. 

CALCULATrON OF SAFE LOADS. 



L 



If ( 

L 



L' - 

H = 
Z_ - 



P - 



Safe stress, in tons per sq. inch. 

eflective length of pole, as in sketch, in feet. 

length expo-icd to wmd. in fuet, 

wind pressure, in lb. per sq. foot, 

width of pole, in ft-ct. 

section modulus of the pole (loaded in the plane of the 

web), 
safe dead load (i.e., «ett safe loud), in pounds, 

^"TJ-^ Then P = 2240 f^ ; '- Iw'UL'. 

Thcs.tfe lo.uU t.ibuUtL'd(>ii pages 1 0(i and 157 below are calculated 
on this basis (taking L and L' as equal). 

"^u^* j'" **"* ****'" '*'^^'^' *^®'' *^*' ^^'^ •'*^"-'** ^ '■■* *^'*'^" ^'^ 'i '""* l«*r sq. 
inch for dead load, allowing this to be exceeded for wind pressure (taken r.^ 25 lb 

per sq. foot) up to 9 tons per sq. inch.* 

TAOt-E B. The alternative Tabic H (page 157) is designed to conform with the 
tk-ctritity Commissioners' Overhead Line Kegulations. Accordingly the wind 
pressure is taken as H lb. per wj. foot, and the total stress limited to two-hlths of the 
calculated clastic limit of ITi-tl tons i)er wj. inch (60% o( an assumed ultimate tensile 
strength of 2() tons per wj. inch nummum). 

by this lorniuU. we have P = 1167 Z,/L- -I lih. 

QUAHTV OF 8TCCL. 

Ihe tabulated safe loads arc appropriate to uur " Standard " quality of steel viz 
26 tons minimum tensile (sec page 267). 

1- v-,"J''^ British Standard grade is employed (28/33 tons tensile), the loads in 
I able B can be increased by one-thirteentii. 

DEFLECTION. 

tn each table. loads to the right of the zig-zag line, when combined wah the 
specified wmd pressure (25 and 8 lb, respectively) produce a deflection exceeding 
1/4 per foot of height, which in some cases may be objtxtionable- The .: 
corresponding to any given load can be ascertained bv reference to the .. :, 

tables on pages 158, I5». These tables arc calculated by the usual f.jrmula? and 
assume an elastic modulus of 13,000 tons jut s<j inch. 

DIMENSIONS 

The sizes given in these two tables arc the ' nominal * sizes ; for the ' exact ' 
dimensions, see table on pages 16~2u. 

WEIOHTQ. 

Safe loads arc given in these tables for sections up to 12' -^ 12' in each of the 

three weights which can be supplied uithout limitation as to quantity, viz.: 

The Die (minimum) weighu, mailced f m the tables 

the DiL (reduced web) .. „ / 

the Di.N (medium) ,, .. » "' \\ 

The niE weights will usually be found the most advantageous. As may be 
seen from the table on pages 16-20, ail of these sections can, when re»iuiretl. be rolled 
either to greater weights or to intermediate weights, subject to the conditions as to 
minmium tonnage specified on page 286. 



• The clTccl la (hnt the Ubuintcd value* of P, up to the (tfi tair IiD« 
w (leso Z^— 124 BM, whichever (ormul* pva the lowrr value 



to UM Z^l, 





Wti«: 




lltlvi 



155 



'n 



i 



.nr^x 



i 



Section 
Uodulus. 



XX 



4 

6 

9 

10 

12 



2 

4 
3 
9 
9 



12-9 

13-2 

150 

15-4 

18 

18 



4 
5 



20 
24 
25 
26 
32 
33 



1 
9 
3 


6 



36-3 
41-2 
43-6 
44-7 
46-7 
50-9 



S5 
S9 
61 
62 
64 
69 



5 
4 

1 
9 
I 



70-7 
75-g 
84-d 
90-3 
103 
105 



^-Y 



1 
2 

2 
3 
3 
4 

4 

4 
o 
5 
6 
6 



60 
24 
31 
29 
78 
58 

76 
82 
49 
49 
77 
34 



7 -3:; 

8-72 
9-28 
9-21 
110 
12-2 



13 

14 
15 
15 
16 
17 

19 
21 
21 
22 
22 
24 

24 
26 
30 
31 
36 
36 



1 
3 

■7 
7 
2 
4 

9 
1 

2 
9 
7 

8 


3 

6 
6 



Motninal 
Sue. 
(1 09.) 



d X b 



4X4 
4X4 
5X5 
51 X 5i 



6 

6J; 



/ -I 



6 
6i 



5Jx 5i 
51 X bh 
6X6 
6X6 
6ix 61 
7x7 

Cjx 6i 

8x8 

7x7 

7x7 

Six 8} 

6x8 

6x8 
91x 91 

Six si 

Six 81 

10 XIO 
lOJxlOi 

91 X 91 
91 X 91 

11 xll 
10 xlO 

10 XlO 
lOJxlOi 

101x101 

12 X12 

11 xll 

11 xll 

12 X12 
12 XI2 



B.F. BEAMS, GREY PROCESS, 

AS POLES.— Continued. 

Table A. 




Weigh! 

per 

Foct. 



lb. 



Sate i:.oad P (XX Axis) In Pounds. 



16 ft. 



20 ft. I 25 It. 



U 
14 
13 

16 
17 
20 



Oe 
8n 
2e 
4e 
6e 
Oe 



21 11 
23-4 « 
22-8/ 
24- 9 H 
26-3 i 
24-8 £ 



30 
30 
31 
34 
34 
38 



8n 
ie 
91 
7« 
5e 
01 



43'6tt 
40-9« 



44 
48 
44 

46 



67 
0« 
2e 

Oe 



51 


9/ 


58 


7w 


51 


4c 


55 


6/ 


61 


In 


59 


51 


63 


6m 


58 


9e 


67 


11 


75 


In 


76 


41 


81 


2n 



397 
544 
597 
868 
1017 
1204 

1204 
1232 
1400 
1437 
1717 
1727 

1876 
2324 
2361 
2427 
2987 
3136 

3388 
3845 
4069 
4172 
4359 
4751 

5180 
5544 
5693 
5796 
6057 
6449 

6599 
7076 
7924 
8428 
9613 

ysoo 



276 
408 
440 



tiol 
763 
903 

903 
924 
1050 
1078 
1288 
1295 

1407 
1743 
1771 
1820 
2240 
2352 

2541 
28S4 
3052 
3129 
3269 
35G3 

3885 
4158 
4270 
4347 
4543 
4837 

4949 
5306 
5943 
6321 
7210 
7349 



I 



184 
289 
308 
484 
581 
706 

722 
738 
840 
862 



1030 
1036 

1125 
1394 
1417 
1455 
1790 
18S2 

2032 
2307 
2442 
2503 
2615 
2850 

3108 
3326 
3415 
3478 
3634 
3870 

3959 
4245 
4754 
5057 
5768 
5860 



SOU. 



1492 
1568 

1694 
1923 
2035 
2086 
2160 
2375 

2590 
2772 
2847 
2898 
3028 
3225 

3299 
3537 
3962 
4214 
4807 
4900 



36 ft. 



40 ft. 



45 fL 



soft. 



55 ft. 



352 

429 
528 

550 , 

567 

657 

677 

833 

817 

929 
1150 
1181 
1213 



■ > ' 


• •a 

■ * « 
> 


393 


I > t 


418 


■ • > 


433 


* * ' 


505 


384 


524 


401 


653 


511 


633 


• ■ ■ 


735 


582 


911 


721 


955 


767 


989 


796 1 


1226 


990 


1326 


1083 


11. '12 


1197 



ibuy 



1744 

1788 



J»b8 
2035 

2220 
2375 
2440 

2484 
2596 
2764 

2828 
3032 
3362 
3612 
4120 
4200 



1342 
1470 
1516 
1557 
1718 

1937 

2070 



611 
639 
797 
885 

986 
1102 
1222 
1263 
1288 
1427 

1629 
1774 



21 Oa \ 1766 
TTTJl 1857 



2271 



2419 



1962 
2100 



2160 



2474 

2653 
2971 I -Ml 
3160 I 2«06 
3605 I yzu-i 
3675 3266 




• ■ • 



719 

810 

900 
1014 
1051 
1064 
1184 

1373 
1504 
1482 
1575 
1669 
1789 

1642 

1937 
2277 
2460 

2846 
2913 



« 



• • * 



1153 
1272 
1239 
1333 
1418 
1524 

1573 
1645 
1963 
2128 
2470 
2530 



an 



1 
I 



For DOtcs aod mode oi calcuUtioo, set- 
Loads to the right of the zig-zag line 
cjtceeding 1/4' per loot oi height. 



p. 166. 

produce, with the specified wicd pressure, a deflection 



156 



- L. ^ 




.b. 



3 



B.F. BEAMS, GREY PROCESS, 

AS POLES.— Continued. 

Table B. 




£«ctioik 
Modulus* 



XX 



VY 



NoraiDOl 
Sue. 
(Ins.) 



a X b 



Weight 

per 

Foot, 



lb. 



&Uc Ivoad F (XX Axis] in raunds. 



i&n, 



surt. 



saa. 



30 ft. 



I ' ^ ' 

3dfU I 40 U. I 45 ft. . 5im. ^ && ft. 



4-2 


1-60 


5-8 


2-24 


6-4 


2-31 


9-3 


3-29 


10-9 


3-78 


12-9 


4-58 


12-9 


4-76 


13-2 


4-82 


15-0 


5-49 


15-4 


5-49 


18-4 


6-77 


18-5 


6-34 


20-1 


7-32 


24-9 


8-72 


25-3 


9-28 


26-0 


9-21 


32-0 


11-0 


33-6 


12-2 


36-3 


13 1 


41-2 


14-3 


43- e 


15-7 


44-7 


15-7 


46-7 


16-2 


50-9 


17-4 


55-5 


19-9 


59-4 


21-1 


61-0 


21-0 


62-1 


22-2 


64-9 


22-9 


69-1 


24-7 


70-7 


24-8 


75-8 


26-0 


84-9 


30-3 


90-3 


31-9 


103 


36-6 


105 


36-6 



4X4 
4X4 
5X5 
5ix 5J 
6x6 
6ix 6i 

5i X oj 
Six 5J 
6x6 

6 :< 6 
6ix 6i 
7x7 

6JX 6J 

8X8 

7X7 

7x7 
Six 8J 
8x8 

8x8 
91 X 9^ 
8^x 8i 
Six 84 

10 xlO 
lOlxiOJ 

9ix 9i 
9ix 9} 

11 xll 
10 XlO 

10 XlO 

loixiof 

lOJxiOi 

12 X12 

11 Xll 

11 Xll 

12 X12 
12 X12 



11 


Oe 


14 


8» 


13 


2tf 


16 


4e 


17 


Qe 


20 


Oe 


21 


11 


23 


4« 


22 


8; 


24 


9»i 


26 


3; 


24 


8^ 


30 


8« 


30 


1 ^ 


31 


9; 


34 


7n 


34 


5e 


38 


Oi 


43 


6« 


-10 


df 


44 


6/ 


48 


Ow 


44 


2e 


46 


Oe 


51 


9/ 


58 


7w 


51 


4e 


55 


6; 


61 


i« 


59 


5; 


63 


6*1 


58 


9^ 


67 


7; 


75 


7m 


76 


41 


81-2)1 



312 
434 
474 
696 
819 
972 

975 
999 
1137 
1168 
1400 
1404 

1532 
1898 
1932 
1986 
2447 
2573 

2783 
3158 
3346 
3432 
3583 
3908 

4270 
4573 
4690 
4781 



222 
314 
342 
507 
597 
711 

715 

733 

836 

859 

1031 

1032 

1130 
1400 
1429 
1470 
1810 
1908 

2065 
2342 
2485 
2550 
2660 
2902 



166 
239 



20U 
389 
461 
550 

555 
570 
651 
670 
807 
803 

886 
1097 
1122 
1154 
1422 
1502 

1630 
1844 
1963 
2014 
2098 
2291 



188 

202 
3118 



439 

446 
4JS 
524 
540 
652 
649 

719 
890 
913 
940 
1159 
1228 

1333 
1509 
1609 
1651 
1719 
1878 



247 
295 
358 

366 
376 
431 
414 



241 
293 



3174 2511 2064 

3402 2693 1 2216 

3485 2756 ! 2263 

3556 2816 2317 

4999 3720 2947 2426 

5323 3963 3140 ' 2585 



039 
535 

596 
739 
760 
784 
968 
1028 

1118 
1265 
1352 
1389 
1439 
1579 

1740 
1870 
1906 
1955 
2048 
2184 



358 

* - * 

452 
446 

502 



622 



t>44 
664 



820 
875 

954 
1078 
1156 
1188 
1231 
1350 

1493 

1606 
1634 
1680 
1762 
1878 



5448 4056 

5838 4344 

6548 4879 

6968 5194 

7952 5929 

8108 6046 



3214 ' 2647 2238 

3440 ' 2831 2391 

3870 I 3192 2701 

4122 3402 2881 

4709 I 3888 ■ 3295 

4802 ! 3965 3362 



550 
568 



,02 



la-i 



R2;i 



1000 
1029 
1065 
1169 

1207 
1398 
1418 
1462 
1534 
1637 



806 I 



873 
809 



927 
1020 

1138 
1229 
1242 

1285 
1350 
1441 



1087 



1925 1679 1479 

2055 I 1790 I 1574 

2329 , 2036 1798 

2487 ' 2176 ! 1924 



2847 , 2493 
2906 ' 2545 



2206 
2253 



10»4 
1137 

1197 
1278 

1312 
1394 
1599 
1713 
1969 
2011 



For mode of calculation, see p. 155. 

Loads to the right of the zig-zag line produce, with the specified wind pressure, a deflection 
exceeding 1/4' per foot of height. 



hii 







J 






167 




Code.' 




m 






P 

■ 


B.F. 


BEAMS, GREY PROCESS, AS POLES.— Cont'd. 




L 






Table C. 








— 


r 


• 




DEFLECTION PER 1,000 LB. OF 


LOAD. 






Nominal 


Weight 
pern. 






Caotilcver Inigtli. 








IB ft. 


20 ft. 


26 ft. 


soft. 1 36 ft. 


40 ft. 


«fift. 


50 ft. 


SB ft. 


lD5 


Lb. 


Ids. 


Ids. 


Ins. 


IM. 


las. 


Ids, 


las. 


lu. 


iDfi. 


4 


11-0 e 


S-44 


20-01 ! 39^08 


... 


-■ * 


— 


* * ■ 




■■ > 


4 


14-8 *i 


5-SO 


13-75 26-85 


■ . . 


... 


■ - • 








« V ■ 


5 


13-2 * 


4-63 


10-98 21-44 


37-05 


. - . 


« r A 








« > • 


5i 


16-4 e 


2-72 


6-45 12-63 


21-78 


34-58 


■ r ■ 








■ - ■ 


6 


17-6 « 


2-18 


517 


10-09 


17-44 


27-69 


41-33 








■ « I 


6i 


20-0 « 


1-75 


4-15 


8-11 


14-01 


22-24 


33-20 








■ ■ « 


5i 


21-1 I 


1-88 


4-45 


8-70 


15-03 


23-87 


35-63 






■ ■ ■ 


P * « 


5i 


23-4 « 


1-82 


4-32 


844 


14-58 


2315 ; 34-56 








' • A 


6 


22-8 1 


1-51 


3-57 


6^97 


12 04 


1913 


28-55 








• * V 


6 


24-9 « 


1-46 


3-47 


6 77 


11-70 


18-58 ! 27-73 








« • A 


6i 


26-3 / 


115 


2-72 


5 31 


917 ! 14-56 21-73 








• * * 


7 


24-8 f 


107 


2-52 


4-93 


8-52 , 13-53 20-20 








■-> 


6i 


30-8 « 


1-05 


2-50 


4-88 


8-43 


13'3S 


19-98 








■ * • 


8 


30-1 f 


■72 


1-70 


332 


5-73 


9-10 


13-58 








• ■■ 


7 


31-9 I 


-74 


1-76 


3-45 


5-95 


9-46 


14-12 


20-10 




„- 


7 


34-7 « 


-72 


1-72 


3-35 


6-79 


9-21 


13-73 


19-56 




.- 


8* 


34-5 e 


•50 


119 


232 


401 ' 6-37 ; 9-51 


13-54 




I * ■ 


8 


38-0 / 


•50 


1-19 2-32 


401 


637 


9-51 


13-54 


18-57 


• • ■ 


8 


43-6 « 


■47 


111 


2-16 


3-73 5-92 


8-84 


12-59 


17-27 


• • • 


9* 


40-9 e 


■36 


■85 


1-66 


2-87 4-56 


6-80 


9-68 


13 26 


I . . 


8* 


44-6 i 


■35 


■84 j 1-63 


282 


4-49 


6-69 


9-53 


13-07 


■ ■ « 


8* 


48-0 H 


■35 


■82 1-60 


2-76 


4-39 


6-55 


9-33 


12-80 


I • > 


10 


44-2 f 


■30 


-72 1-40 


2-42 


3-84 


5-73 


8 15 


11-18 


I • * 


lOi 


46-0 e 


■27 


•&3 


1 24 


2-13 3-39 


5-06 


7-20 


9-88 


I • ■ 


, »* 


51-9 ; 


•25 


•60 


118 


2-04 


323 


483 


6-87 


9 43 


12-55 


9t 


58-7 « 


•24 


■56 


1^10 


I 90 3-02 


4-50 


6-41 


8-79 


11-70 


11 


51-4 € 


•21 


■49 


•96 


1-67 ; 2-65 i 3-95 


5-63 


7-72 


10-27 


10 


55-6 / 


•22 


■52 


101 


174 2-77 4-13 


588 


807 


10-74 


10 


61 1 « 


•21 


■49 -96 


1-67 2^65 i 3-95 


5-63 


772 


10-27 


m 


59-5 / 


■19 


■45 


•87 


1-50 2-39 3-57 

1 


5-09 


6-98 


9-29 


101 


63-6 n 


•16 


•44 


■85 


147 


2-34 


3-49 


4^97 


6-82 


9-08 ■ 


12 


58-9 * 


•15 


■37 


•71 


1-24 


1-98 ' 2-93 


418 


573 


7-63 


11 


67-7 / 


■14 


■34 


■66 


114 


1-81 2-70 


3-85 


5-28 


703 


11 


75-7 n 


■13 


■32 


•62 


107 1-71 


2-54 


3 63 


4 96 


6-62 


12 


76-4 1 


■11 


-26 


•51 


■88 


1-40 


2-08 


2-97 


4 07 


5-42 


12 


81-2 n 


■11 


-26 


•fiO 


•86 


1-37 


2-04 


2-91 


3 99 


531 


To 


obtain tot 


.3,1 deflect 


ion, add for wind ] 


jrcssyre, with aid o( table o 


iposite. 


For note 


1, see 


paj 


;e« 104, Ifi 


6. 













8.F> 



DEFtf 



Di^ 



i» 



68 





4 
















— 




— 




B.F. BEAMS, 


GREY PROCESS, AS POLES.— Cont'd. 


— 










Table D. 


— 


L 
1 




DEFLECTION UNDER WIND PRESSURE OF 8 LB, PER SQ. FOOT. 


■* 










\ 










ExpciS^ iMiifIb 






ffeoslsa] 


WelKht 
pern. 










Dcptk 




1 
















15 tt. 


20 fl. 25 ft- 


30 ft. 35 tt. 40 ft. 

1 1 


45 ft. 


soft. 


56 rt. 




Ids, 


l.b. 


Idb. 


Ins, 


Ids. 


Ids. 


ln». 


Ins. 


Ins. 


ID9, 


Itl9. 




4 


110 e 


■12 


■39 


■95 


... 


■ * > 


■ ■ ■ 


« ■ V 




4 > > 




4 


14-8 n 


•08 


■27 


■65 


« I « 


«I4 


> • I 


■ ' < 




* » ■ 




5 


13-2 < 


•08 


•26 j •fiS 


131 


• •> 


• •« 


* « ■ 




4 ■ 1 




5i 


16-4 e 


•05 


•17 


■42 


■88 


163 


I * ■ 


■ ■ fl 


-.. 


4 ■ ■ 




6 


17-6 tf 


•05 


•15 


•36 


■76 


140 


2-40 


■ b « 




• « ■ 




H 


20 f 


-04 


•13 


■31 


■65 


1-22 


2-07 


• • < 








5* 


21 1 / 


■04 


•12 


■30 


•62 


114 


1-98 


* - 1 




■ • ■ 




5t 


23-4 n 


•04 


•12 


■29 


•60 


1-11 


1-92 


■ ■ ■ 




• ■ I 




6 


22-8 ; 


■03 


■10 


•26 


•54 


100 


1-68 


■ > * 




* ■ * 




6 


24-9 « 


■03 


■10 25 


■52 


-97 


1-63 


» * • 




a I « 




H 


26-3 / 


■03 


■08 21 


■43 


•81 


1-37 


• > < 




to I ■ 




7 


24-8 e 


•03 


■08 -22 


•44 


■83 


1-41 


■ » ■ 


• • • 


■ ■ - 




6J 


30-8 « 


•02 


■08 ' -19 


•40 


-74 


I 26 


• ■ • 




• I a 




8 


30-1 * 


•02 


•06 


■16 


■34 


■62 


106 


a • a 




■ ■ a 




7 


31-9 / 


■02 


■06 


-15 


■32 


■59 


1^00 


161 




* f * 




7 


34-7 n 


■02 


■06 


•15 


■31 


■57 


■97 


1-56 




* •* 




8i 


34-5 * 


'02 


■05 


■12 


■26 


■47 


■81 


r30 




» a' 




8 


38-0 I 


•01 


•05 


-12 


■24 


•44 


•75 


1^21 


1^83 


* ■ a 




8 


43-6 n 


-01 


•04 


■11 


■22 


■41 


•70 


M2 


P70 


I r ■ 




n 


40-9 t 


•01 


•04 


■10 


■20 


-37 •es 


1-02 


1^54 


a ■ ■ 




H 


44-6 / 


■01 


•04 


•09 


■19 


-34 -59 


■94 


1-42 


■ ■ ■ 




H 


48-0 M 


■01 


-04 


•09 


■18 


-34 -57 


■92 


1-39 


a ' ■ 




10 


44-2 e 


•01 


•03 


■08 


■18 


-33 56 


■89 


1-35 


.<■ 




lOi 


46-0 e 


•01 


•03 


■08 


■1& 


-30 


•51 


-82 


1-25 


• »• 




9i 


51-9 / 


•01 


-03 


•07 


■14 


-27 


•45 


•73 


111 1-62 




9i 


58-7 n 


•01 


•03 


■06 


■13 


-25 , -42 


■68 


1-03 1-51 




11 


51-4 e 


•01 


•03 


■07 


•14 


•25 


-43 


-69 


105 1-55 




10 


55-6 / 


-01 


•03 


■06 


■13 


-24 


■41 


■65 


•99 


1-45 




10 


61-1 w 


■01 


•02 


•06 


■12 


-23 


■37 


■62 


•95 


1-38 




10^ 


59-5 / 


•01 


•02 


•06 


■12 


-22 -36 

1 


■59 


•89 


1-30 




lot 


63-6 n 


■01 


■02 


■05 


■11 


•21 


■36 


■57 


■87 


1-28 




12 


58-9 e 


•01 


-02 


■05 


■1! 


-20 


•34 


■55 


■85 


1-23 




11 


GT-7 I 


•01 


■02 


•05 


-09 


•17 


•30 


•48 


•73 


1-06 




u 


75-7 n 


•01 


•02 


•04 


■09 


•16 


•28 


•45 


•68 


1^00 




12 


76-4 / 


« V ■ 


•01 


•04 


•08 


■14 


■25 


•39 


■60 


•88 




12 


81-2 n 


• « * 


■01 ^04 

1 

1 


•08 


•14 


■24 


■39 


•59 


•86 




The area exposed to w 


ind is taken as Length x Flange width. For further ex 


planation. see 




pages 154, 155. 









III' 



El 







BoU£. 



Conci eU 




Wei 



Piafes, i 



iiiertia.l' 



^ 




' Weigh 
■641 



159 



JfWft. 

tobies. 



Coac. 



B.F. BEAMS, GREY PROCESS: AS PORTALS. 

GREAT INDIAN PENINSULA RAILWAY ELECTRIFICATION. 



I 



6*)i6'«23ib.BFB 



T^ 




'^ 



C aT£NARV CtARt F I FVF 



28 41 



6'9' 



b'6> ii'^^'eFB 



Co ntact Ca aj f j fv 




Rau- L£V£i 



CjaQyaxLl-Lyj^ 




\ 



I 



This drawing diowi a structure of the portal type, double track, extensively employed in 
the electxi^catjon of the Great Indian PcainisuU KaiNay, froni Kalyan to Po<:>na and Kalyaa 
to I gatpuri, 

\*crysiinUaLr»tructures are used In the more recent Central Brazilian Railway electrification, 
and in the new* I,ondon & North Eastern Uailuay electrified systems, at { - t in cour»« of 
cciostruction. 



IM 



^■' 



B.F. BEAMS. GREY PROCESS: AS TAPERED POLES 

ACMA SYSTEM. 




& 



A 







^ li^. 







-E ) 




ACJTA SYSTEM. — In those cases where a tapered pole is preferred, tlic patentee! 
Acma type is available. This consists of three (or more) diminishing sections of Broad 
Flange Beams. The mode of connection is shown in the right-hand diagram. Light cast-iron 
covers in two halves are clamp-bolted over the joint. The illustration on the left shows a 
portion of the new Trolley-Bus line recently completed at AntwerpT Further details of 
Acma lamp and tramway standards can be supplied on application. 



II 



Hi 



'J 




I 



1 ^ "i 

^* Wel4la«i 








,* 



161 



W»iri. 



CMC. 



r 

i 



SOME FITTINGS FOR 

BROAD FLANGE BEAMS, GREY PROCESS^ 

AS POLES. 



a 



I a :h 




L 1 




"^ 



d 



162 



L 1 





uc 



Q 





A cantilever arm composed of two 
channel sections clamp-bolted to a 
Broad Flange Beam, 



Usual mode of attachment of wooden 
cross-arms. 



Forged 
insulators. 



brackets for low-tension 



Off-set arms composed o( Tee sections, 



SOME FITTINGS FOR 

BROAD FLANGE BEAMS, GREY PROCESS, 

AS POLES.— Continued. 



two 
a 





)itn 





/ 



iion 




s 



ts- 




h 



A mode of attaching forged steel or 
cast-iroQ brackets fur Tramway work. 



A simple method of forming pointed 
tops to Broad Flange Beams. The 
ilanges are bent over and welded at their 
apex. The present cost of this is about 
6s. Od. to 12s, Od, per end, according to 
size etc. 



^ 



An angle-iron cross-bar for Telephone 
lines attached by hook bolts to the 
flanges of the pole. 



The cantilever arm of a Tramway 
standard supported by a steel cable. 
The arm is attached to the flange by 
four bolts, and the cable to a clamp on 
the flanges secured by a single pinch bolt. 



163 



I. 




Iil- 




Inertia / 







tebies 




Cgd*. 



i 



c 



J 



M 



5 J 



^^ 



Ids. 

4 
5 
5i 
6 

6i 

7 

8 



SOME FITTINGS FOR 

BROAD FLANGE BEAMS, GREY PROCESS, 

AS POLES.— Continued. 





A detachable ornamental cap made 
of 18-gauge galvanized steel sheet, 
painted black. It is attached to the 
pole by means of a steel strap and 
clamping bolt. The pre-war cost of 
these caps, in the U.K.. was about 2/6 to 
5/- each, according to size, quantity, etc. 



Ornamental cast-iron cap on a Broad 
Flange Beam street-lighting standard. 




SPECIAL SIZES OF B.F. BEAMS, GREY PROCESS, 

FOR USE AS POLES. 



Dimcn&ioDA. ^ 



d X b 



n 



Code 



Thickness, 



Area. 



Momenta of 
IncrtiA- 



SccUon 
Uodulu 



Fl, 



Web. 



Radii of 



Pi 



S. 



Ins. 


Lb. 




In^ 


3-7X5-1 


13-6 


YUDOS 


-31 


4-5X5-9 


15-8 


YUDPA 


-31 


5-2X6-7 


19-3 


YUDUT 


-33 


50X7-1 


20-4 


YUDVV 


•33 



5-9x7-5 
6-8x7-9 
7'5X8'7 



23- 1 VUEGS 

27*2 VUEME 

32-8 VUERF 



35 
39 
43 



lot. 
-20 
■20 
■22 
-22 

-24 
-26 
•28 



las.* 
40 

4e 

5-7 
6-0 

6-8 
80 
9-6 



1 

Ids.* 


Ins.* 


In*.' 


Ins.' 


Ids. 


10-1 


7-0 


5-4 


2-75 


1-59 


17-7 


10-8 


7-9 


3-66 


1-95 


29-6 


16-7 


11-3 


5-00 


2-29 


1 ;i6-6 


19-9 


130 


5-60 


2-47 



45-3 

69-9 

103 



24-7 
32- 1 
46-9 



15-3 
20-6 
27-5 



Ids. 

133 
153 
1-72 
1-82 



6-61 

8-14 
10-S 



2-58 1-91 
2-96 2-01) 
3-27 2-21 



These special sections with extra-wide flanges can be supplied, from rolls, as readily as th« 
standard sections if ordered in lots o( at least 10 tons of a si/e. 

Their safe loads as stanchions are given on page 92. 



164 



»m 



B.F. BEAMS AS PILES. 



Broad Flange Beams, Grey Process, have been used extensively as piles ; notably 
in England, Hongkong, Shanghai, and Karachi- A large tonnage of the 12' Die 
section vas recently shipped to Shanghai in unjointed lengths up to 105 feet : the beams 
fulfilled the dual purpose of piles and superstructure legs in a large jetty. In case of 
need, to facilitate transport, the beams can be spliced as shewn on page 166, or velded 
together at site. 

In 1936, some 1,600 tons of 12' Din ^vere used as foundation piles for a slipway 
in a large North of England shipbuilding yard in lengths of 60 to 75 feet. Other 
frequent uses of these beams as piles have been fur riverside 'uhanes, warehouses, 
embankment strengthening, and king piles. 

They can be pointed when necessary* in the various ways shown in Figs, 1 to 3 
below- The points shown in Figs. 1 and 2 cost about 6 to 8 shillings each. In Fig. 3 
parts of the web are cut away by oxy-acetylcne. the flanges bent over hot, anti the tip 
arc-welded at a cost of about 10 to 12 shillings per point- 







F.g,l 



P'g.2 



F»g, 3 



Compared with concrete piles, steel beams have many advantages. They can 
be rolled at the rate of 1,000 tons a day in the lengths and section required ; and 
they can be driven and top work continued with a minimum of delay. The most 
simple dri\ ing equipment is usually sufficient, and with steel the risk of head or point 
shattering or undetected fracture under driving impact is almost excluded. Further, 
the inherent strength of the steel section often obviates the necessity of soil boring, 
with its attendant expense of time and equipment. The liability to deterioration in 
sea water or chemical-laden soils is possibly greater for concrete than for steeb 




Wtott, 

Belts, 




165 



"7i 



IR 



B.F. BEAM PILES. * 




V^l 



I2"xl2'x8llb. 
Flange sphce platn \Z% 3 7. 
Bolk 8 Ola. 



I 



ILj_ 



V 



il 



LLl 

T 
i 







*T^ 



}^: 



^;^ 






[J 



T 



The piles illustrated above are of B F. Beams, Grey Process. 12' x 12' x 81 lb., as used in 
aQ extension to the Hong Kong & Kowloon Wharf, 

The splicing is only required for convenience of shipment, as these beams can be rolled in 
lengths of 100 feet and more (seep. 287) and have in fact been shipped m lengths up to 1U5 ieei. 



SHEET PILING 




WeKta 




107 



f 




twrei. 











»l 




SHEET PILING. 



Steel Sheet piling, consisting of interlocking sections, is widely used for constructing 
coffer dams, retaining walls in docks and harbours, quays and wharves, river protection and 
sea defence ^'orks, etc. 

In the Larssen system here illustrated, comers are formed by bending one of the standard 
sections as in Figs. 1 to 3, or by the addition of angles as in Fig. 4. Junctions are made with 
the aid of a half pile {spUt vertically down the centre) and with an angle added, as in Fig. 5, 
for example. The box pile sho\^ n in Fig. G is composed of tw o Larssen sections welded together : 
this t>'pe may be used in lieu of pre-cast concrete or timber piles. 






Fifl 



Fig 2 



Fi9 3. 



Fla * 




Weld 




FI9. 5 



FI9- 4 



For permanent work, the steel should be coated w-ith neutralized tar or other appropriate 
anti-corrosion composition before driving- The web thicknesses of certain of the sections can 
be increased if desired and if the required tonnage is sufficient to warrant it. 

The Larssen piling is usually suppUed in the ordinary British Standard grade (28/33 ton& 
tensile), with or without copper. It can also be supplied in a rust- resisting steel of 36/40 tons 
tensile. 

There is sufTicient play in the interlock* to permit of the piUng being driven to a fairly small 
radius — e.g., sections up to No. 3 can be driven at an angle up to about 9*, enabling a complete 
circle to be formed with a minimum of about 40 piles ; with the larger sections, the maximum 
angle is about 7*, and the minimum number to a circle would be 40 to 50, These sections have 
been rolled in lengths up to loo feet. 

The sheet piling may be left in position, withdrawn after use or cut off at or below the 
water-line by oxy-acct^icne or oxy-hydrogcn flame (if below the water-line). 



* The >oliiU -ttD uMOally be relied upoa t^ become waterUgl^t AuloDiftUcaUy through the penetTftUon of mud mdA lUL 



! 



S«tM 

lb. 


_ 


OOB 

i 

If 

2 
S 
(B 

5' 

2 IDA 


I 


• 


The 



J 



-*:tiofn 




168 



^ 



SHEET PILING. Continued. 



PROPERTIES OF LARSSEN PILING. 

Key drawiriKs b«low. 



S«cUoD 
No. 



Single Ihles. 



Breadtb. 



Thidcncss- 



Wetght 
per (ool. 



Per Foot ol Wa.tl. 



Depth. 



Weight 
per sq. ft. 



Sectional 
Area. 



0GB 

IC 

ICB 

lU 

2 

3 

4B 

5* 
lOA 
2, 10.\ 



las. 
10 « 

15J 

15i 
I5i 
15J 

left 

16ft 
173 
15M7J 



Ids. 
0-20 

0-25 

0-32 

0-37;. 

0-41 

0-5;J 

0-63 

0-87 

0-5^ 



Iqs. 
0-20 
0--15 
0-2.1 
0-37J 
0-31 
0-3^ 
0-43 
0-47 
0-50 



n>. 

10-34 
16-28 
24-30 
28-50 
32-79 
41-66 
56-75 
67-19 
40-40 



O-41/0-5O 0-31 0-50 32-8/40-4 



tns. 
H 

13) 

131 

7i 
4tt 



Ih. 
1 1 ■ 47 

14 47 

18-50 
21 •70 
24-98 
31-74 
41-12 
48-74 
27-30 
26-30 



Ins.'. 
3 37 



4 

5 
6 
7 
9 



30 
44 

3S 
35 
33 



12-07 

I4-3-1- 

8 03 

7-73 



Section 
Modulus. 



Ids' 

2-9 

7-8 

91 
15^8 
25-3 
42^5 
551* 
11-7 

6-9 



The Strength oi »^t[cD No, i can be incrcascl as r^-quireU in Che region of the maximuni b-.-ndini; oioiueDit 

by the ]>rovision oi plates riveted or welded tu the ucb of tlie pile. 




Section O G 9 





S*ct>pn» iC IGS lU 2 3. 48 cnj 5 




Sfction tOA 



Sections IV and 10\ are designed for 
cases where the loads are low and maximum 
durability is desired. They therefort; have a 
uniform thickness of metal throughout. Section 
2/lOA gives a narrow wall suitable for trenches 
and excavations, and can be driven very close 
to existing structures. 

Rolling margins: + 4**^ an<l — Si^^ 
except section OG.B.^ for which -|- 71% and 
— 2J% is claimed. 

The usual cutting margin is 3' over and 2' 
under. 




Section 2/lOA 





Wvot», : 
B&lu< 



TToofs, 
Concreu 



M* 




■oas 



rhiij 

7/ 



169 



CMt." 



t 




I 




I 



\ 



170 



ROLLED STEEL JOISTS. 



T Y 




» 

I 
1 
I 
I 
t 
I 
I 
± 



H 



m 



U-- b^— ■ 



British Standard Sizes, 

Sizes, Properties, and Code Words 
Sizes and Properties in Metric Units 

Safe Loads, as Girders 

Safe Stresses in Webs 

, Safe Loads as Stanchions ... 

U.S, Standard sizes 

Metric Standard sizes 



■■■ 



> • » 



PRINTED ELSEWHERE, 



Cleats and Fishplates 
Separators 



• • 



Extras 



Fillet Radii 



•« ■ 



Page 
172 
173 
174 
175 
176-177 

178-179 

ISO 



75 



82 

290 
21 G 



171 




Bolct. • 

Plalos. ■ 
lii«rtli 




■oaiuj 



Wat ft. 
tablet. 



; 



i 



Caae.' 



I4!l> 



I 



III 



T J 




BRITISH STANDARD JOISTS. 



PROPERTIES. 



For Stanchion Propertie*. sec pafic 176. 



Kcv Drawing, d^£« T7I. 



Siz«. 



d X b 



il 






a 



Web. 



FUDg£. 



Ids. 



3 
3 

4 
4 
41 

S 
6 

e 

6 

« 

7 
8 
8 

8 
9 

9 
10 
10 
10 
10 
'o 
12 
12 
IS 
18 
18 

14 
14 
14 
15 
15 

18 
18 
18 
18 

18 

IB 

20 

eo 



X 

y 

X 

X 



X 

y 



3 

II 
3 

11 

3 

4i 
3 

4i 

5 

4 

4 
5 
6 
4 

7 
41 

6 
8 

X S 



X 
X 
X 

X 
X 
X 
X 



X 
X 
X 
X 
X 



6 
6 

8 
8 

S 



X S 

xe 

X 8 
X 5 
X 6 

X 8 
X 8 
X 8 
X 6 

X 7 



X 8 

X 
X 

X 7 
X 71 



;i 



4 

H 

10 
6i 

11 
20 
12 
20 
25 

16 
18 

2H 
35 
21 

50 
25 
30 
40 
B6 

32 
44 

64 
65 
35 

46 
57 
70 
42 
46 

60 
62 
76 
56 
76 

SO 
56 
89 
75 
95 



5* 



a* 
a* 
a" 

a* 



a* 
a' 
a' 

a* 



(I* 



Ins, 

-16 
■20 
■17 

■15 

■ 22 
-29 
'23 
■37 
-41 

'25 
-28 
'35 
■36 
■30 

■40 
■30 
'36 
-36 
■40 

■36 
■40 
'50 
'43 
•36 

-40 

■60 
-46 
'42 
■36 

■40 
-55 
'4B 
■42 
-65 

-50 
-45 

'60 

60 

■57 



'249 
'332 
■239 
■347 
-325 

'376 
513 
-377 
-431 
■520 

'387 
■398 
■575 
'648 
'457 

■825 
505 

-552 
-70© 
■763 

■550 
■717 
■683 
■904 
604 

'696 
■873 
■920 
-647 
■655 

726 

■847 
-938 
'757 
■928 

950 

820 

I -01 

-834 

1-01 



Net I 
Depth 

of Web 



Area, 



Moments 
of Inertia. 



Ins. 

1-97 
1-50 
2-94 
2-47 
3 52 

3 41 
2-83 
4-41 
400 
3-72 

6-18 

6 16 
560 
■V25 

7 04 

5-69 

7 84 
765 
7-13 
6-56 

9-65 
9-U 
6-79 

8 32 
10-64 



lns.1 



1 
2 



18 

62 



11 
10 
10 
12 
12 



15 
61 
29 
46 
23 



1309 
12-86 
L2-26 
1503 
14 49 

1423 
16' 80 
16-23 
18-68 
20-22 



1-47 
2*94 
1-91 



3-26 
5-83 
3-53 
a-89 
7-37 

4-75 
6-30 
8-26 
10-30 
6-18 

U-71 

7-35 

8^85 

!1'77 

1618 

• "•' 

9-45 

13 00 

15 '89 

19-12 

10-30 

13 59 
16-78 
20-59 
12-36 
13-24 



Ids.* 

166 
3-91 
3-66 
7-79 
6-73 

13-7 
25-0 
21'0 
34-7 
43 7 

39-5 
56-6 
89-7 
115 
811 

208 
122 
146 
205 
289 



^/^^ 



14 

18 
22 
16 
22 

23 
19 
26 
22 
27 



71 
21 
06 
18 
09 

53 
12 
19 
06 
94 



22 L 
317 
376 
488 
264 

443 
633 
706 
428 
492 

61B 

725 
974 
842 
1151 

1292 
1226 
1673 
1677 
2533 



Ins,* 

•13 
1-25 

-19 
1-33 

'26 

1 45 

6-59 
1-46 
5-40 
910 

3-37 
3-51 
10 2 
19 5 
4-16 

40-2 
6-49 
9 73 
21-6 
64-7 

9 69 
22-1 
28-3 
05-2 
10-8 

21-4 
27-9 
66-7 
11-8 
19-9 



22 

27 
68 
23-6 
46-6 



5 
I 
3 



69-4 
32-6 
62-6 
411 
62-6 



Sectio-D 
ModuU. 



Radii of 
Gyration, 



Code 
Word 



\ 



«v 



Inft.' 



1 

2 

1 

3 

2 



11 

54 
S3 
89 
83 



5'47 
10 
TOO 
11-6 
146 



11 

13 
22 

28 
18 

46 
24 
29 
41 
67 

36 
62 
62 
81 
43 



3 
'9 

4 
■8 
-0 

2 

■5 
■2 
-0 
'7 

-8 
-8 
■6 
'3 
-6 



63-2 
76-2 
101 
571 
65-6 

77-3 
90-6 

[22 
935 

126 

144 

123 
167 
152 
211 



Ins.' 

■17 

83 

21 

■88 

•30 

-97 
2-93 

-97 
2-40 
3-64 

1-69 
1-75 
4 08 
6-51 
2-07 

11-5 
2-68 
3-69 
7-25 
13-7 

3-88 
7-37 
9-43 
163 
4-33 

716 
9-31 
16-7 
4-72 
6-62 

7-49 
905 
17-1 
7-88 
133 



Ins. 



19 

23 
58 
63 
88 



205 
2-06 

2 44 
2-43 
2-44 

2-89 
3-24 

3 29 
3-34 
3-62 



Ids. 

-33 

'70 
-36 
-67 
-37 

'67 

1-06 

■64 

-96 

111 



3 
4 

4 
4 
4 



76 
08 
06 
17 
22 



1 



84 
81 
11 
38 
62 



4 &f 

4^94 
4-86 
506 
6 25 



!7 

10 
16 
11 
16 



4 


7 
7 
7 



5- 
5- 
5- 
5- 
6 

6< 

6 

6 

7' 
7- 

7 
8 

7 
8 
9 



71 
64 
S5 
89 
10 

48 
31 
64 
21 
» 

41 
01 
99 
72 
'62 



65 
94 
06 
36 
64 

I o'f 

1 30 
1-33 
1-85 
1-03 



126 
1-29 
1'80 
'98 
I 23 

1 24 
1-22 
1 76 
1 21 
1-45 



12 

31 
65 
36 
50 



ACORW 

ACfim 

ADAGE 

ADIEU 

AJ>aLT 

AEGIS 

AFIBE 

AGAPB 

ACILB 

AGONY 

AntBR 

AISLE 

ALI>ER 

ALLAH 

AMASS 

AMITY 

AMU3R 

ANENT 

ANKXB 

AWODE 

AORTA 
APED5 
APPLE 
A PROM 
ARBOK 

jUtECA 

ASETE 

ARGOL 

APTApr 

AftttOW 

AATLY 

ASHEN 

A5Ti:r 

ATAXV 

ATLAS 

ATOIVB 

AUGHT 
AVIAN 
AWAKA 
AXEOU 



SIZES. Tbe »bo^c are Ui« Brttisb SUndard site^, 1932. Tlity bive ft Oanee tiper of 14%, t^. I in 7 AtM>ri?3 
DELIVERY. 



• 


E 


Common atock site. 






m 


E= 


Frequiully rr-Urd. 






b 


^ 


Lefl« fr<-co^T^Uy tolled 
CommocV itockrd At 






I 


^ 


9-3 lb 


■ 


= 


r> tt " 


18 


i» 


* 


■= 


■f *» ■• 


30 


» 



EXTRAS 5<e page 290- 



Fillet Radit. Sc«pagctl6- 




172 





BRITISH STANDARD JOISTS. 






T 






METRIC UNITS. 








± 






SlK. 


n 


r 
1 

>. W'th. 


flange 


Nttl 

Depth 

of 
W«b. 

c 


A tot. 


U'^ar-nta of 


Sect 


i*m R^ii of 








> 



t 


T 




iDcrtia. 


M -! 




t^yratioD. 




d X b 


A 


t 

'z 

1 


■» 





^. 


_"' ^' 




Ini. 


Mm 


Ks. 




Mte 


Mm 


Urn. 


Cm* 


Cm.' 


Cm.* 


Cm.' 


Cm ' 


Cm. I. ED. 




3/li 


7G-2x3«l 


595 


b* 


4-1 


6-3 


50-1 


7-59 


69- 1 


5-20 


181 


2-74 


302 -83 




3 3 


76-2X76-2 


12-65 


fl* 


51 


8-4 


38-0 


16-3 


159 


52-0 


41-6 


13 6 ' 3 13 1-78 




4 IJ 


101-6 y-l-I-l 


7-44 


a* 


4-3 


61 


74-7 


9-48 


152 


7-74 


30-0 


3-49 


401 -90 




4^3 


I0I-6x7ti-2 


14-R« 


a^ 


6-1 


8-8 


62-7 


190 


324 


55-2 


63-8 


14-5 


4-13 1-71 




4i li 


120C - U-i 


9-67 


b* 


4-6 


8-3 


89-4 


12-3 


280 


10-9 


46-4 


4-92 


4-78 -94 




5 3 


127-0 X 76-2 


16-38 


a^ 


5-6 


9-6 


86-6 


210 


569 


60-4 


89-6 


160 


5-21 1-71 




5^41 


l27-r)xn4-3 


21) -76 


a^ 


7-4 


13-0 


71-8 37-9 


1042 


274 


164 


480 


5-24 209 




fl'3 


ir>2-4x76 2 


17-86 


«• 


5-8 


9-6 


112 


22-8 


874 


60-8 


115 


16-0 


619 1-63 




B'Ai 


152-4x114-3 


29-76 


ti* 


9-4 


109 


101 


38 


1445 


225 


100 


39 4 


6 16 2 44 




e>5 


152-4 X 127-0 


37-20 


rt* 


lU-4 


13-2 


94-4 


47-5 


1819 


379 


239 


59 7 


G19 2-Ji3 




7-4 


177-8 -^ 101-6 


23-82 


a* 


6-3 


9-8 


132 


30-6 


1645 


140 


186 


27-7 7-34 213 




8 ' 4 


203-2^101-6 26-79 


a» 


7-1 


101 


156 


34 2 


2315 


146 


228 


28-7 ' 8-23 2-07 




8 5 


203-2 X127-0 


4 1 -70 


a* 


8-9 


14-6 


142 


53-4 


3733 


424 


367 


Gfi-9 ^ ,;«. 283 




S 


203-2 X 152-4 


52-09 


a* 


8-9 


16-5 


133 


66-4 


4789 


813 


471 


107 ! 8-49 3-50 




9 4 


228-6A I0I-6 31-25 


a^ 


7-6 


11-0 


179 


39-a 


3377 


173 


295 


310 y-21 208 




9x7 


228-6x177-8 


74-41 


a* 


10-2 


21-0 


144 


94-9 


8663 


1672 


758 


188 


9-55 4-20 




10 - 4i 


254-0x114-3 


37-20 


a» 7'G 


12-8 


199 


47-4 


5092 


270 


401 


47-2 10-4 2-39 




10 & 


254-0x127-0 


44-64 


a" 91 


14-0 


194 


57-1 


6087 


405 


479 


63-7 10-3 2-67 




10 6 


2540X 152-4 


59-53 


a* I 91 


18-0 


181 


759 


8525 


906 


671 


119 to 6 3 45 




10 8 


2540X 203-2 


81-85 


(J* 


10-2 


19-9 


167 


104 


12016 


2279 


946 


224 10-7 »$7 




12 5 


304-8 X 127-0 


47-61 


a* 


8-9 


140 


215 


61-0 


9202 


403 


6U4 


63 6 ' 12-3 2 57 




12 6 


304-8x152-4 


65-51 


a* 


10-2 


18-2 


231 


83-9 


13185 


921 


865 


121 12 5 .1 30 




12 < 8 


3048 ir.2-4 


80-35 


a* 


12-7 


22-4 


223 


103 


15C41 


1177 


1026 


154 ; 12-4 3-39 




12 8 


3U4-8 ■: 203-2 


96-73 


a* 


10-9 


23 


211 


123 


20302 


2713 


1332 


267 12-8 4 69 




13 5 


330-2 X 127-0 


52 00 


a* 


8-9 


15-3 


268 


66-4 


11800 


450 


715 


70-9 13 3 2 60 

1 




14 6 


355-0x152-4 


68-47 


fc* 


10-2 


17-7 283 87-7 


18421 


893 


1036 


117 


14 5 321 




14 ■ 6 


355-6--; 152-4 ' 84-83 


&• 


127 


22-2 , 274 


108 


22199 


1163 


1249 


153 


14-3 3 28 




14 S 


355-6x203-2 


104-2 


b 


11-7 


23-4 


261 


133 


293C8 


2775 


1652 


273 


14-9 4 57 




15 5 


3810XI270 


62-49 


6* 


10-7 


16-4 


317 


79-7 


17823 


492 


936 


77-3 


150 2 50 




15 e 


381-0 X 152-4 


66-97 


a* 


96 


16-6 


311 


86-4 


20475 


827 


IU75 


108 


15-5 3 11 




18 6 


106-1 XI52-4 


74-41 


a* 


10-2 


18-4 


333 


94-9 


25727 


935 


1-266 


123 


16-5 314 




16 8 


406-4 1 52-4 


92-23 


b* 


14-0 


21-5 


327 


117 


30179 


1130 


1 485 


148 


16-0 3- 10 




18 8 


406-4 X2032 


111-6 


fc» 


12 2 


23-8 


311 


142 


40537 


2843 


1 995 


280 


16-9 4 47 




18 8 


457-2x152-4 


ltl-85 


(1* 


10-7 


19 2 


382 


104 


35036 


984 


1533 


139 


18-3 307 




18 X 7 


457-2 X 177-8 


lllj 


a* 


14-0 


23-6 


368 


143 


47916 


1938 


2096 


218 


18-3 369 




18 8 


457-2x203-2 


tl9-| 


6 


12-7 


24-1 


362 


152 


53780 


2890 


'^353 


284 


18-8 4-36 




-20 61 


508-0x165-1 


96-73 


a* 


11-4 


20-8 


427 


123 


51037 


1355 


2000 


164 


20-3 331 




20 V 7* 


508-0 X 190-5 


132-4 


a» 15-2 


25*7 


412 


169 


69629 


2603 


2741 


273 


20-3 3-93 




22 V 7 


558-8x177-8 


111-6 


<i" 12-7 


21-2 


474 ' 142 


69793 


1709 


2498 


192 


22-1 3 46 




24x7i 


609-6x190-5 


141-4 


u» 14-5 


25-7 


514 180 


105433 


2603 


3459 


273 21 2 3-81 

i 






The *ynl'>U in Ibc colunn bnJed " [>eliverT " Indtcmte tbe tu 


lie requtm 


1 for del 


v«y *• 


J an cxpteined ao 




!«•«« 


m. Pof Code U'ordi. •«« past ITS . (or Uitru. w« pmc KM. 














lolti. 




i > 



C" u 



W(i«:., 




t 



173 



"••«. 



L 



i 



«H 




BRITISH STANDARD JOISTS, AS GIRDERS, 

SAFE DISTRIBUTED LOADS, 8 TONS STRESS. 



Sut. 



d > b 



-.1|. 












= •0 



■2 



SAFE LOADS IN TONS, 



0' I 8' 



I I r I r ' < I I j 

Iff 12' U' !«' 18' 20' 22' 24' 2«' . 28' ; 30' ' 32' Jfl' 



3 

4 
4 



< 



M 

3 

X 3 



41 X li 



5 
5 

e 
e 

6 

8 
8 
8 
8 

9 
10 
10 
10 
10 

12 
12 

12 
12 
18 

14 
14 
14 
15 
15 

16 
Ifl 
16 
18 
18 



K 

X 

y 

X 



X 
X 



3 

4i 
3 

4i 

5 

4 
4 

5 
3 
4 

7 

t' 

8 

8 



X 5 

>: 8 

X 6 

>, 8 

K 5 






8 
8 
8 
5 
8 



4 

81 

5 

111 

H 
w 

20 
12 
20 
25 

Ifl 
IS 
28 

3r> 

21 

60 
25 
30 
40 
£5 

32 
44 
54 
65 
35 

40 
67 
70 
42 
46 



X 6 


50 


X 6 


62 


X 8 


75 


■ 8 


55 


K 7 


75 



IS > 8 

20 ' 6} 

20 X 7i 

82 X 7 

24 X ?| 



SO 
65 
BB 
75 
65 



lu-'Tos. 


To us. 


8-88 


3-8 


20-3 


4-8 


U-6 


5-4 


31-1 


7-7 


22-6 


6-8 


43-8 


8'S 


80-1 


U-ti 


fie-0 


11-0 


92-G 


178 1 


IIG 


19'7 


OO 3 


14^6 


111 


17 9 


179 


22-4 


230 


22 4 


144 


21-6 


370 


28-8 ^ 


106 


24-0 . 


234 


28-8 


328 


28-8 


462 


32-0 


295 


33-6 


422 


3ti-4 


601 


48-0 


660 


41-3 


349 


3G-4 


506 


44*8 


610 


66-0 


806 


61-5 


4fi7 


60-4 


525 


45-6 


618 


61-2 


725 


70-4 


974 


61-4 


748 


60-6 


1023 


79-2 


1148 


72 


981 


72 


1338 


96-0 


l«20 


R8-0 


1669 


109 



-99 
2-3 
1-6 
3'5 
2-5 

4-9 

8-9 

6-2 

10 

13 

10 
12 
20 

■-■ 
16 



22 
2G 



33 



74 



il-T 


1-4 , 


2-6 

1-1? 


■m 

2-1 
1-5 



81 
1*7 

1-3 



3-6 
0-7 
4-7 
7-7 
8-7 

7-5 

B'3 

15 

19 

12 



16 

19 
27 




I- 






* * « I • •*■ 



3-4 



1 ... 








... 










■ 












• •• 






... 




1 '■' 








4-i 


3-8 



4-9 



25 
35 
42 



20 
ZS 
33 



2B ' 23 



43 
01 

q * ■ 

38 
44 



34 
41 

30 
35 



16 
23 
28 
36 
1« 

28 
34 
45 
25 
29 



14 


12 


20 


18 


24 


21 


31 


27 


17 


15 


24 


21 


29 


26 


38 


34 


22 


19 


25 


22 



11 

16 
19 
24 
13 

19 
23 
30 
17 
19 




8-6 



6*1 


8*8' 


8*8 


7-8 


10 


9-3 


14 


12 


7-3 


■ •« 



• •• 



■ ■ ■ 


41 


34 


29 26 


23 


«0 


46 


40 


35 30 


27 


■ • A 


wmw 


54 


4« 41 


36 


«>■ 


h€\ 


42 


36 31 


2« 


• •> 


66 


57 


40 43 


38 


1 

• •• 


•■• 


64 


66 < 48 


43 


I ... 


66 


54 


47 41 


36 


1 ... 


89 


74 


64 56 


50 


■'« 


61 


68 


68 51 


45 


« • • 


... 


94 


80 70 


03 



21 
24 
32 
25 
34 

38 
33 
45 
41 
66 



19 
22 
30 
23 
31 

35 
30 
41 
37 
51 



17 

20 
27, 
21 
28 

32 
27 
37 
34 

47 



le 

19 

25 
IB 
26 

29 
25 
34 
31 
43 



1 1 


14» i 


12 


'4 


15 


14 


17 


16 


23 


22 


18 


17 


24 


SI 


17 


28 


23 


22 


32 


30 


29 


27 


40 


1 



13 
15 
20 
16 
tl 

24 
20 
28 
26 

36 



0-4 

11 

15 

8-S 

»-7 

11 
13 



TT 

19 

21 
18 

S6 
23 

31 



10' 






1* 



7*0 
8-4 



8-4 
10 
13 

7-6 
6-7 

10 
12 

16 
12 

17 

III 



22 
CO 

28 



SAFE LOADS. Tlic «afc loads, which include the weights of the joiiti, ore t>aMd oo • vorhing ttrcw of 6 low per 
iqiuie h:c& ; end& fredy supported. 

RESISTANCE MOMENT. The tabulated fl«ur« - Z^ y 8. 

MAXiMUM DISTRIBUTED LOADS- Thc»e rqitalS x dcplti M} x web tbldCDCai ft) &o<l conapood to a 
ol 4| tou^ per wjuiue inch, approx. This t* well wiUiio BS 8. 449, \ 10. 



DEFLECTION. Spans to the riftbt of tbv fig-ng line dmd 24 titon the drpth. For l^OOdM bttlldloft this rttUo 
must (tot t>c cJEcecQcd unless the sucss is rtdocad to keep the c«icuisted deflection within l/4£6tb <rf the spso. 



174 





BRITISH STANDARD JOISTS. 


T. 






SAFE STRESSES \H WEBS. r^ 




Siic 


Weiglit 

per 
Foot. 


Ratio nf 

Filltt 

Stress lo 

bixtrcmc 

Fibre 

Stress. 


Web 
Thirk- 


Web 
Area. 


Vertical Shear 

Divisors giving 

Stre^ at 


Sale 
Principal 
Compress- 
ive Stress 


Siif c Column &trc» 

on \Vt-b ; and 

Load per 1' run. 














— 


d X b 




I 


d X t 


Centre. FtlM. 


P 


, Pi P. X t 


las. 


Lb. 




i 


Ins." 


1 
i 






8 X li 


4 


■fi57 


'iO 


•4d 


■42 


•47 


5-85 


6-70 -91 


3x3 


H 


•4ft9 




■60 


•62 1 -54 


6-94 


6-89 1 18 


4 y; li 


5 


•735 


'i7 


-6B 


•59 -72 


5-71 


5-40 ! -92 


4x3 


10 


-617 


■24 


-d6 


•64 ^ -91 


6-89 


5-78 1-39 


41 X li 


6* 


■741 


*i8 


•85 


•75 -90 


5 SI 


5-22 


■0, 


5x3 


11 


■682 


'22 


l-£0 


-97 I 09 


5-76 


5'&2 I 22 I 


5x4} 


2U 


-666 


-29 


1-45 


1-26 1 1-33 


5-90 


5-81 


t -68 


S x 3 


12 


-735 


■S3 


1-38 


1-22 


1-41 


5 63 


5-25 


i 21 


6 X 4} 


20 


•666 


■37 


2-22 


1-94 


2-18 


5-89 


5-77 


2-13 


6x6 


25 


•619 


•41 


2-46 


214 


2-34 


5-92 


5-83 


2-39 


7x4 


16 


■740 


-2fi 


1-75 


1-55 


1-81 


5-57 


512 1-28 


8x4 


18 


•770 


-2« 


2-24 


108 


2-38 


6-:>l 


502 1-41 


8 X S 


2B 


•700 


-36 


2-80 


2-40 


2-78 


5-75 


5-46 1-92 


8x6 


35 


•656 


■35 


2-ao 


2-4S ' 2-68 


5-77 


5-55 1-94 


9x4 


21 


■783 


'30 


2 70 


2-37 2 90 


5-44 


4-88 1-46 


9x7 


60 


■632 


•40 


3-60 


3-16 3-37 


5-79 


5-59 2-24 


10 X 4i 


26 


■785 


•3U 


3-00 


2-66 3-19 


5-31 


4-62 1-39 


10 X 6 


30 


■765 


■36 


3-60 


3-17 1 3-79 


5-55 


508 I H3 


10 X 6 


40 


■713 


•36 


3-60 


3-19 


3-54 


5-60 


5-20 1-87 


10 X 8 


65 


■656 


•40 


4-00 


3-56 


3^81 


6-74 


5-45 2-18 


12 X 5 


32 


■804 


'35 


4-20 


3-68 


4^60 


5-23 


4-47 1-56 


12 X a 


44 


-759 


•40 


4-80 


4 23 4-95 


6-47 


4-U4 1-9S 


12 X 6 


64 


■732 


•M) 


G 00 


5 21 6-02 


5-69 


5-37 2'fla 


IS X 8 


es 


■693 


•43 


5-16 


4-59 


5-00 


5' 62 


5-24 2 25 


13 X e 


35 


■808 


■35 


4-65 


4-01 


4-97 


5-08 


4-22 1-48 


14 X 6 


46 


■796 


'40 


5-60 


i 92 


6-00 


5 20 


\ 
4-43 1-77 


14 X 8 


67 


■772 


-50 


7 00 


609 7-31 


6-53 


5-U4 2-52 


14 X B 


70 


■73C 


-46 


6-44 


6-73 6-43 


5-49 


4-96 2-29 


15 X 5 

4 ^ ^K 


42 


-831 


-42 


6-30 


5-46 7-26 


5-10 


4-25 1-78 


16 X e 


46 


■813 


4 ^p 

*3S 


6-70 


5 U4 ' 6-23 


4-96 


3-99 1-52 


16 X 8 


60 


•819 


-40 


6 40 


5-63 7-01 


4-92 


3-03 


1-57 


16 X 8 


02 


■804 


•55 


8-80 


7-61 


9-69 


5-45 


4-89 


2ti9 


16 X S 


75 


■769 


-46 


7-68 


6-83 


7-87 


5-33 


4-67 4 2'24 


18 X 8 

4 ^^ 


60 


■833 


-12 


7-56 


0-62 8-50 


4-70 


3-62 I 62 


18 X 7 


76 


■80a 


■ M 

■r;6 


9-90 


8-61 10-7 


5-30 


4 61 , 2-54 

1 


18 X S 


80 


■789 


■M 

-45 
-60 
-60 
■67 


9 00 


7-98 9-45 


5 1» 


4-39 2-19 


SO X 84 


es 


■840 


9 00 


7-87 10 2 


4 -GO 


3-45 1-55 


20 X 7i 


89 


•811 


12-0 


10-4 1 13-1 


5 25 


4-53 2-72 


£2x7 


75 


■860 


110 


9-57 1 12-7 


4-59 


3-44 1'72 


24 X 71 


05 


•843 


13-7 


11-6 1 15 6 

1 


4-73 


3-64 


2-07 1 


f" ■ '■ 


■ ^— ^ ^^ s. 

, ^-J_ 


-^ Tbc above special properties are used in investigating the eflect of heovy 






f ■ 


""■""Oj 


concentrated loads, as expUim^d oa pages 6U to 62. 

P is the safe stress (tons per sqvmrc iacbl by Fidlci's formula for a stmt 






M 


vriXh hxcd ends of kneth equal to Vi ' (Fig. 1). 






J Jj 


Pi is by the same formula for a strut of length c (Fig, 2)- 

'Pi X t is the 5afe buckling toad on web in toos per UoeiU inch of web. 

N.B. — With loads involving impad or vibration, reduce the loads and 




; ^ 










— . — 1 . — ^— 


Fie, 1- 


Fit 2. 


stresses above by 30%. 



c 



<T 



Ktvctf, 

BoU:. 




Weldlnp, 



lAtrti 




175 



Codfr 







I ' r^ 














yI 1 Iy b 

1 1 




BRITISH STANDARD JOISTS. 










STANCHION PROPERTIES, 






















C" ' ^ M. 




Kadii of Ecudmi; STomcot 


i^ccrntric Load 


Ami. 






d X b 


per 
Foot. 


Gyration, 


Mullipliers. 


Multiplien. 


CUE4Ka 


12 




«x 


S- 


Flange. Web. 

1 


Flange, Web. 

r 


A 




Ids. 


I^b. 


Im. Ins. 






1 


las' 


• 




3 X 1} 


4 


1-19 -33 


106 


7-06 


2-59 1-56 


1-18 


36-8 




3x3 


8i 


1-23 -70 


-99 3-06 


2-49 1-31 


2-52 


17-1 




4 X li 


5 


1-58 -36 


■80 6-90 


2-60 1-59 


1-47 


33 7 




4x3 


10 


1-63 -67 


-76 3-32 


2-51 1-40 


2-94 


17-9 




4ix IJ 


6| 


1-88 -37 


•67 , 6-39 


2-60 1-58 


1-91 


32-4 




5x3 


11 


2 05 -67 


■59 3-34 


2-49 I 37 


3-26 


17-9 




5 X 41 


20 


2-06 1-06 


■59 2-00 


2-47 1-29 


5-88 


n-3 




6x3 


12 


2-44 -64 


•51 3-63 


2-51 1-42 


3-53 


18-7 




6 X 4i 


20 


2-43 -96 


•51 2-44 


2^52 1-45 


5-89 


12-5 




6x5 


25 


2-44 1-11 


•50 2-03 


2-51 1-42 


7-37 


10 8 




7x4 


16 


2 89 -84 


•42 2-83 


2-47 1 35 


4-75 


14-3 




8x4 


18 


3 24 -81 


■38 302 


2-52 1-42 


5-30 


14-7 




8x5 


28 


3-29 lit 


■37 2-03 


2-48 1-36 


8-28 


10-8 




8x6 


35 


3-34 ' 1-38 


•36 1-58 


2-43 1-28 


10-30 


8-70 




9x4 


21 


3-62 -82 


-34 2-97 


2-55 1-45 


6-18 


14 6 




9x7 


50 


3-76 1-65 


■32 1-29 


2-43 1 26 


14-71 


7-27 




10 X 4t 


25 


4-08 -94 


-30 2-55 


2-50 1-38 


7-35 


12 8 




10 X 5 


30 


4-06 1-05 


•30 2-27 


2-52 t-41 


8-85 


11-4 




10 X 6 


40 


4-17 1-36 


-29 1-62 


2-44 1 29 


11-77 


8*82 




10 X 8 


55 


4-22 1-84 


•28 118 


2-40 1-24 


16-18 


6-52 




12 X 5 


32 


4-84 1-01 


•26 2-45 


2-54 1-43 


9-45 


11-9 




12 X 6 


44 


4-94 1-30 


■25 1-78 


2-48 1-36 


13-00 


9-23 




12 X 6 


54 


4 86 1-33 


■25 1-70 


2-52 1-42 


15-89 


902 




12 X 8 


65 


5 05 1-85 


■24 1 17 


2-41 1-25 


19-12 


6-49 




13 X 5 


35 


5-25 1-03 


■24 2 40 


2-53 142 


10-30 


11 8 




14 X 8 


46 


5-71 1-26 


■21 1-89 


2-53 1-38 


13-59 


9-52 




14 X 6 


57 


5-64 1-29 


■22 I 80 


254 I 45 


16-78 


9-30 




14 - 8 


70 


5-85 1-80 


■20 1-23 


2-43 I 28 


20-59 


6-67 




15 X 5 


42 


5-89 -98 


•22 2 60 


2-62 t -55 


12-36 


12-2 




15 X 6 


45 


6 10 1-23 


•20 , 2 02 


2-51 1-38 


13 24 


9-84 




16 y 6 


SO 


6 48 1-24 


■19 1-95 


2-52 1-39 


14-71 


9-68 




16 y 8 


62 


6-31 1-22 


■21 202 


2*61 1-55 


18-21 


9^84 




16 X 8 


75 


6-64 1-76 


•18 1-29 


2-45 1-31 


22-06 


6-82 




18 X 6 


55 


7-21 1-21 


■17 1 2-05 


2-56 1-43 


16-18 


9-92 




18 X 7 


75 


7-22 1-45 


■17 , 1-66 


2-55 1-45 


22-09 


8 28 




18 X 8 


80 


7-41 1-72 


• 17 1-35 


2-48 1-34 


23-53 


6-08 




20 X 6} 


65 


8-01 1-31 


-16 1 92 


2-56 1'43 


1912 


9-23 




20 X 7i 


89 


7-99 1-55 


•16 1-56 


2-57 1-47 


26-19 


7^74 




22 X 7 


75 


8-72 1 1-36 


•14 1 89 


2-59 1-47 


22 06 


8 82 




24 X 71 


95 


9-52 1-50 


•13 1-67 


2-59 1-47 


27-94 


8-0O 




L STRESSES 


AND 8AF 


'E LOADS. The tabulated loads are c 


alculated in accor 


dance witb 


tbe 




B.S.S. No. 4 


49. § 15 ( 


b). For the stresses, see page 95. 










2- END FIXI 


NQ, The 


tabulated loads apply to pillars of o 


ne storey " where 


both enJ 


t are 




held in posil 


JOD but U 


nrcstrained in direction." For other 


cases, see page 94. 









176 



B.S. JOISTS AS STANCHIONS. '^'Hl'^ ^ 

SAFE CENTRAL LOADS, BY BRITISH STANDARD FORMULA. . X •' 




Sti«- 


Weight 

per 

Foot. 


SAFE LOADS IN TONS. 


IB' ' 20' 22' 




d X b 


5 6' 7' 


8' 


V i lO* 

1 


11' 


12' U* 19' 




las. 

3 x li 
3x8 
4x1} 
4x3 
4JX 11 

6X3 
6 X 4| 
6x8 
6 X 4i 
6X6 

7x4 
8x4 
8x6 
8x6 
8x4 

8x7 
10 X 4i 
10 X 6 
10 X 6 
10 X 8 

12 X 5 
12 X 6 
12 X 6 

12 X 8 

13 X 5 

14 X 6 
14 X 6 

14 X 8 

15 X 6 

15 > 6 

16 X 6 
16 X 6 
18 X 8 

18 X e 
18 X 7 

18 X 8 

20 X 6} 
20 X 7i 
22 X 7 

24 X 7i 


I,b. 
4 

8i 

5 

10 

n 

20 
12 
20 
25 

16 
18 
28 
35 
21 

50 
25 
30 
40 
55 

32 
44 
54 
65 
35 

46 

57 

70 
42 
45 

50 
62 
75 

55 
75 

80 
65 
89 
75 
95 


1-7 


■ V « 




■ - ■ 


• • • 


* * * 


■ f « 

• ■ > 
- ■■ 


* # « 

■ ■ ■ 

* * * 

■ ■ • 

8-6 

■ f « 

■ I I 


* 4 A 

* 1 < 

* * « 

« V ■ 

... 

■ 1 ■ 


16 


13 




ii ^ii 75 G-n 


i-8 


4-0 


3-4 






■1-i 


■->■ **• ■■• 

5-3 4-4 3-6 


' ■ ■ 




13 i6 8-1 ti-5 




3-4 ii-4 


5-8 ' 4-9 4-0 

■->i v.* Ifi 
5« 4» ... 

lU Iti 14 


*'■ 




14 11 8-9 
35 32 29 

15 U ' 9-1 
34 . 30 26 


7-2 

25 ' 
7-1 [ 

22 


4 > * 

14 1 
1 12 


> > > 

u 

91 




45 

25 
28 


42 38 33 29 


25 


0'> 


V} 


15 12 9-2 




22 18 15 

23 19 16 


13 
13 
33 


11 
11 
28 


8-8 7-6 

9-3 8-1 


5-7 


p ■ ■ 

... 


* p * 

A ■ « 

10 




51 ,47 42 ; 37 


1^4 


22 


16 13 




67 64 60 56 


51 


46 
13 

78 


41 


37 


S^i 24 


19 




32 27 23 19 16 


U 9-5 


' - - 


,,. 


,». 




99 


95 92 88 83 


72 


66 55 


45 


38 


31 


26 




42 


37 32 27 23 


20 ' 17 
28 i 24 


14 


11 


13 


* ' - - - ' 






53 48 43 37 32 


21 


21 18 15 




76 
110 

56 


73 
107 

50 


68 
104 

45 


63 58 


52 46 41 


3 J 27 
68 58 




100 
38 


96 91 86 ] 81 


4(1 ! ii ' !-t^) 




33 
61 

77 
114 


28 
54 
68 


24 21 


16 12 


•*• ..* ••• 




83 79 74 68 
102 1 98 91 ' 84 


48 1 43 
61 1 54 


34 27 
43 34 

81 6',t 


22 18 

28 24 19 




130 127 


123 1 119 


108 


102 96 


58 ! 50 1 VI 




61 ; 56 49 1 42 ; 36 

1 1 

87 ' 82 76 69 , 62 


31 

55 

70 

114 

35 

52 

58 
71 


27 24 
48 1 43 


1« 
34 


14 
27 


22 i 18 , ... 
I 2S 23 




107 


102 


95 
132 


87 
127 


79 
121 


62 , 54 43 


34 




140 


136 


108 , 101 
31 26 


85 


71 


fl6 \ 5i 43 




72 .65 56 ' 48 1 41 


■ -16 


IQ ... f >'- 1 -.- 




84 

93 

116 

150 

102 

145 

159 
123 
174 
143 
184 


79 72 , 66 ; 58 

1 

88 81 1 74 > 66 
108 99 90 ' 80 


45 

51 

62 


40 

45 
54 


32 

36 
43 


25 ' 20 ' 16 

28 23 19 
34 28 22 


r ■ * 

i ... 




145 141 135 129 


121 114 106 89 


74 


62 


53 


44 

1 • V 

32 
45 




96 88 80 


70 


62 54 48 38 
104 1 94 85 , 68 


29 2 


20 

37 




139 

154 
116 
168 
137 
178 


132 1 123 , 114 


ofi 45 




149 
109 


143 
100 


135 

90 

142 


127 

80 


119 

72 


110 


92 76 


64 


54 




63 50 40 


1 35 


27 


... 




161 1 152 


132 


120 109 89 73 


61 


50 ' 42 
34 28 




128 


119 ' 109 


98 ; 87 78 62 50 
137 123 112 90 74 


40 




169 


159 1 148 


61 


1 50 . 43 




3. SLENDER 
height in iet 

4. SENDING 
pages 96, 10 
5 ZIGZAG 
may OQly b€ 


NESS RATIO. To Jind tlie 1/g of any section, multiply the tabulated 12/g by the 
;t. 
MOMENT. The Beading Moment and Eccentric Load multipliers are explained OQ 

0. 

LINE. Heights to the right of the zig-zag line exceed 150 g . and by the B S.S. 449 
ui>ed for subsidiary meiiibers in compression. 






n 







177 



; 




Codr 




AMERICAN STANDARD JOISTS. 

PROPERTIES. 




1 



u 


1 ^ 


Web 


Flange 
Thickness. 


RAdii of 




Jlomeiits of 


Section 


Radii of 


Sire. 




P. 


Thick- 
ness, 


Fitlet. 


ATca. 


Inertia. 


Moduli. 


GyiatioD. 


^ 1 

^ 1 


b 


t 


1 
Tmax. TnuD. 


t 


A 


1 


'v 


1 
Zr j 


z« 


Ex 


«» 


Ins. 


Ins. 


i.b. 


Ins. 


Ins. I im. 


Ins. Ids. 


Ins.* 


Ins.* 


Ids.' 


In9.» 


I us.' 


Iva- 


las. 


3 


2-330 


5-7 


■170 


-350 -170 


21 -10 


1-64 


2-5 


•46 


1-7 


■40 


1-23 


•53 




2-411 


6-5 


-251 


I * •> 


ta '1 


1-8S 


2-7 


•51 


t-8 


■43 


1-19 


■52 


■■ 


2o09 


7-5 


■34y 


t , n 


If 1 1 


2-17 


2-9 


*S9 


19 


•47 


1'15 


-52 


i 


2-660 


7-7 


-190 


-3yi> ■ 190 


-29 -11 


2-21 


60 


•77 


30 


■58 


1-64 


•59 


2-723 


8-5 


•253 






tt f > 


2-46 


6-3 


-83 


3-2 


•61 


1-60 


•58 


' ■ 


2-796 


9-5 


■326 




r 1 


«« il 


2-76 


6*7 


-91 


3-3 


-65 


1-56 


■58 


» » 1 


2-870 


10-5 


•400 


1 


■ r 


1 f 


1 1 


3-05 


7*1 


1-0 


3*5 


-70 


1-52 


■57 


5 


3-000 


10-0 


•210 


•443 


-210 


■31 -13 


2-87 


121 


1-2 


4-8 


■82 


2- 05 


■65 




3-137 ; 12-25 


-347 


II ■' 


II I*' 


3-5G 


13-5 


14 


5-4 


■91 


1-95 


■63 




3-284 14-75 ' 


■494 


II 1 ■ 


II " 


4-29 


150 


1-7 


6-U 


ro 


1-87 


'63 


6 


3-330 


12-5 


■230 


■488 -230 


•33 -14 


3-61 


21-8 


1-8 


7*3 


11 


2-46 


-72 


[ 


3-443 


14-75 


343 






rt *t 


4-29 


23*8 


2-1 


7-9 


1-2 


2-36 


•69 


■I 


3-565 


17-25 


■465 




■ » 


1 1 


ti 


5-02 


260 


2-3 


8*7 


1-3 


2-28 


•68 


7 


3-660 


15-3 


■250 


■534 -250 


■35 -15 


4-43 


36-2 


2-7 


10-4 


1'5 


2-86 


-78 




3-755 


17-5 


•345 


tr If 


■ ■ *' 


5-09 


38-9 


2-9 


111 


1-6 


2-77 


•76 


11 


3-860 


20 


■450 


PI !■ 


!■ •' 


5-83 


41-9 


31 


12-0 


1-6 


2-68 


•74 


1 r 
8 


4-000 


18-4 


■270 


■581 -270 


•37 -16 


5-34 


56-9 


3-8 


14-2 


1-9 


3-26 


-84 




4-079 


20-5 


-349 


1 


II " 


5-97 


60-2 


4-0 


151 


2-0 


318 


•82 




4-171 


230 


•441 


tt 't 


1* 


«r 


6-71 


64 2 


4-4 


160 


21 


3-09 


•81 




4-262 


25-5 


■532 


» ' " 


1 ■ 


JI 


7-43 


68-1 


4-7 


17-0 


2-2 


3-03 


-80 


» 


4-330 21-8 


■290 


■627 '290 


■39 -17 


6-32 


84-9 


5-2 


18-9 


2-4 


3-67 


-90 




4-437 


250 


■397 


II > • 


Ji >> 


7-28 


91-4 


5-6 


20-3 


2-5 


3-54 


■88 




4-601 


300 


-561 


'■ '■ 


11 


i« 


8-76 


101 


64 


22-5 


2-8 


3-40 


■85 




4-764 


350 


■724 


tt >« 


1 1 


1 1 


10-22 


111 


7-3 


24-7 


30 


3-30 


■84 


10 


4-660 


25-4 


-310 


-673 i -310 


■41 , -19 


7-38 


122 


69 


24-4 


30 


4-07 


■97 




4-797 


30-0 


■447 


II 




11 ft 


8-75 


133 


7-6 


26-7 


3-2 


3-91 


■93 




4-944 


350 


■594 






It 


>i 


10-22 


146 


8-5 


29-2 


3*4 


3-78 


; -91 




5-091 


40-0 


-741 


If r r 


■ 1 


■ ■ 


11-69 


158 


9-4 


31-6 


3-7 


3-68 


-90 


12 


5-000 


31-8 


-350 


■738 -350 


■45 


•21 


9-26 


216 


9-5 


36-0 


3-8 


4^83 


101 


f ri 1 


5-078 


350 


-428 


• • ■ ' 


1 

- 1 II 


10*20 


227 


lO-O 


37-8 


3 9 


4-72 


■99 


12 


5-250 


40-8 


■460 


■859 -460 


•56 -28 


11-84 


269 


13'8 


44*8 


5-3 


4-77 


1*08 




5-355 


450 


■565 


It I tt 


tt '* 


1310 


284 


14-8 


47-3 


5-5 


4-66 


1-06 




5-477 


500 


■687 


It t« 


ft 1 *' 


1457 


302 


160 


50-3 


5-8 


4-55 


105 




5-600 


55-0 


■810 


II ' • 


,. ' .. 


16-04 


319 


17-3 


53-2 


6-2 


4-46 


1-04 


15 


5-500 


42-9 


■410 


-834 -410 


•51 -25 


12-49 


442 


14-6 


58-9 


5-3 


5-95 


1*08 


, , 


5-542 


450 


-452 


tf 11 


• « " 


13-12 


454 


15-0 


60-5 


5-4 


5 -88 


1-07 




5-640' 50-0 


-550 


1 
li 1 " 


II ' ■• 


14-59 


481 


16-0 


64-2 


5-7 


5-74 


1-05 




5-738 55-0 


-648 


It 


M 


tt ' " 


16-06 


509 


17-0 


67-8 


5-9 


5-63 


1-03 


15 


6-000 60-8 


-590 


104 -590 


-69 -35 


17-68 


609 


260 


Sl-2 


8-7 


5*87 


1-21 




6082 


650 


-672 


II ' •> 


■ 1 f» 


1891 


632 


27*2 


84-3 


8-9 


5*78 


1-20 




6180 


70O 


■770 


ir ■> 


■ 1 •■ 


20-38 


660 


28-8 


87-9 


9-3 


5-69 


M9 


4 t 


6-278 


750 


-868 


PI 


»t 


ti «■ 


21-85 


687 


30-6 


91-6 


9-8 


5*61 


1 








c- 


^ntinued or 


next 


page. 














178 



AMERICAN STANDARD JOlSlb. 


J 


■ ' - T 

1 
■ 

d 






PROPERTIES.— Continued. 




1 


* 

4 




5iz« 


Ail ** 


Web 
Thick- 


Flange 


Radii of 


Area. 


Mciments of 


Section 


Kad 


4 ' 1 




^rlm^w 


n 


Thickness. 


FiUct. 


lacitia- 


Moduli. 


Gyiiitiou. 




d b 


t 


Tmax. 


Tuia. 


R ' r 

1 


A 


Ix 1 h 


^^ 


'''u 


Sx 


«» 




liLS, Ins. 

1 


i.b. 


Ins. 


Ills. 


Itis, 


Im, 


IU9. 


Ins.' 


1 
Ins.* Ins.* 


Ins.* ' lui.' 


Ins. 


ItlS. 




15 6-400 


81-3 


■800 


1-50 


103 


'90 


•48 


23-57 


789 41-3 


105 12-9 


5-79 


1-32 




«-472 


85-0 


•872 


1 J 


M 1 


If * * 


24-65 


809 42^9 


108 13-3 


5-73 


1-32 




6-570 


90-0 


■970 


1 1 


«« 


It 


1 1 


26-12 


837 j 45^2 


112 13-8 


5-06 


1-32 




6-668 


95-0 


1-07 


n 


> • 


■ « 


If 


27-5y 


864 47-7 


115 14-3 


5-60 


1-31 




6-767 


100 


1-17 


n 


" 


It 'f 


20 08 


892 1 502 


119 , 14-8 


5-54 


1-31 




18 6-O0O 


54-7 


-460 


•922 


■460 


'5ti '28 


15-94 


795 ! 21-2 


88-4 1 7-1 


7-07 


1-15 




., fl087 


600 


-547 


M 


>l 


tt t '* 


17-50 


838 ' 22-3 


93- 1 7-3 


6-92 


ii; 




6-169 


65-0 


-629 


J> 


• J 


1 
It \ II 


18-98 


878 23-4 


97-5 7-6 


6-80 


111 




6-251 


70'0 


■711 


i ' 


f 4 


4 ■ 


t < 


20-46 


917 1 24-5 


102 7-8 


6-70 


r(i9 




18 7-000 


75-6 


■560 


1-19 


■659 


■06 


•34 


22-04 


1142 


46-3 


127 13-2 


7-20 


r45 




., 7-072 


80-0 


-6:r2 


tt 


■ • 


ft 


II 


23-34 


1177 47-9 


131 13-6 


7-10 


1-43 




.. 7-154 


85-0 


■714 


tt 


*l 


«■ 


»« 


24 81 


1217 1 49-8 


135 14-0 


7-00 


1-42 




7-23f; 


90-0 


•791; 


1 > 


« » 


» r 


1 1 


"26- 29 


12.St. 5f9 


140 14-3 


6-91 


1-40 




20 6-250 


65-4 


■500 


103 


■550 


•60 


■30 


1908 


1169 27-9 


117 8-9 


7-83 


1-21 




6-317 


700 


-567 


■ f 


f * 


1 f 


■ 1 


20-42 


1214 28-9 


121 9-2 


7-71 


!-l9 




6-391 


75-0 


•641 


1 f 


> ' 


1 » 


■' 


21-90 


1263 30- 1 


1211 9-4 


7-60 


117 




20 7-000 


81-4 


-600 


1-18 


'650 


■70 -36 


23-74 


1466 , 45-8 


147 13-1 


7-86 


1*39 




7-053 


85-0 


■653 


J r 


,, 


f J 


■ I 


24-80 


1502 47-0 


I.'-.n ; 13-3 


7-78 


1-38 




712G 


90-0 


■726 


It It 


1 
If 1 II 


26-26 


1550 48-7 


15.^ 13-7 


7 68 


1-36 




7-200 


95 


■800 


'r II 


If ' It 


27 74 


1600 1 50-5 


1611 1 in 


7-59 


I 35 




7-273 


100 


■873 


M 


■ r 


1 1 


II 


29-20 


1648 524 


165 14-4 


7-51 


1-34 




24 7-000 


79-9 


■500 


\-H 


•600 


■60 


•30 


23-33 


2087 42-9 


174 rj-2 


9 -46 


I 3<. 




.. , 7063 


85-0 


■563 


*• 


1 » 


It 


i« 


24-81 


2160 44-2 


180 I2:j 


933 


1 -33 




7-124 


&0-0 


-624 


H 1 » 


< I It 


26 ■SO 


2230 45-5 


186 12-8 


9 ■21 


1-32 




7-186 


95-0 


■680 


PI 1 « I 


>k 


' 1 


27-79 


2301 470 


192 130 


9 UK 


1-30 




7-247 


100 


•747 


1 

44 4 t 


4, ' It 


29-25 


2372 48-4 ' 198 13-4 


9 05 


1-29 




24 7-875 


106 


-625 


1-40 -800 


'60 1 -30 


30-1*8 


2811 78-9 


234 20-0 


9^53 


1-60 




7-925 


110 


•675 


1 1 


r f 


• 
I ■ II 


32*18 


2869 80-(i 


239 ' 20-3 


9^44 


I-.SK 




7-987 


115 


•737 


H t 1 


f I If 


33-67 


2940 82-8 


245 20^7 


9-3.'. 


l-.^? 




8>048 


120 


■798 


tt 


■ « 


■ ■ tt 


3513 


3011 84-9 


251 211 


9-26 


1 56 




Y Tmax. 












/ 












1 ^~~~^ 






■ 

1 


Tmir 


TAPER OF FLANGE. The 16|% 


slope corresponds to a slope 


of 1 in 


li, 




1 


■ 41 *t\ 

t 

m J 


or an anyle oi 9» 26'. 










i - 

dx- 


RANGE OF WEIGHTS. The first 


section in each group is llic 


minitnu 


m 




X 


or slock section. The other sect 


ions are produced by spacing 


iJie roU 


s. 




\ 


.R 


DELIVERY. These sections are 


not readily obtainable in 


Kurop 


e. 




— 1 


1 r 


although a Dumber of the larger i 


izes are obtainable from the C 


ontinen 


t. 




y 1 


in " roiling quantities " only. 




* 






k-- b - —J 














■I veil. 
Bolts. I 




ui»rtia. 




179 



■Mil 



■U«n. 

t«t>Ier 



index, 
Cede. 




mi 



^'1 






I) 




METRIC JOISTS. 

STANDARD CONTINENTAL SECTIONS 



METRIC UNITS. 



S ^ «; _ Thicfcucsa 

■g S £ Web. FUn'gc 

d > b S S t T 



Area 



^fODlCDtS 

of Inertia. 



Moduli, 



BRITISH UNITS. 



Size. 



d y b 



1^ 



ThidcDcas. 



Web. 



Flange. 



Area. 



Sim. 

80 42 

90 46 

100. 50 

110 M 

120 ■ 58 

130 62 



140 
150 
160 

170 
180 
190 

200 
210 
220 

230 
240 

250 

260 

270 
230 

290 
300 
320 



66 
70 

74 

78 
82 
86 

90 
94 
98 

102 
106 
110 

118 
U6 
119 

122 
125 
131 



340 ■, 137 
360 ■: 143 
380 149 

400 155 
425 ' 163 
450 X 170 

475 178 
500 185 
550 200 



Kilos. 
5.95 
7.06 
8.33 

9,65 

n.i 

12,6 

14,3 
16.0 

17,9 

19,8 
21.9 
23,0 

20.2 
2«,6 
31,0 

:vA.* 

36,2 
39,0 

41.8 
■I -1.8 
47,9 

50, s 
54.2 
61,0 

R8.1 
76,1 
84,0 

92.6 
104 
115 

128 
HI 

167 



Mm. 
3,8 
4,2 
4.5 

4.9 
5,1 
5.* 

5,7 
6,0 
6.3 

6,» 
6,9 
7,2 

7.5 

7.8 
8.1 

8.4 
8,7 
9.0 

9.4 

9.T 
10,1 

10.1 
10.6 

11.6 

12.2 
13.0 

13,: 

14,i 
15.S 
16,2 

17,1 
18,0 
19.0 



Mm. 
5,9 
6,3 
6,8 

7,2 

7,7 
8.1 

8.6 

9.0 
9.5 

9.9 
10,4 

10,8 

11.3 
11.7 
12,2 

12.6 
13,1 
13,6 

14,1 
11.7 
15,2 

15,7 
16.2 
17,3 

18,3 
19.5 

20,5 

21.6 
23.0 
24,3 

2.'i.C 

27.0 
30,0 



Cm.' 
7,58 

9.00 

10,8 

12.3 
14.2 
16,1 

18,3 
20.4 
22,8 

25.2 
27,9 
30,6 

33. S 
36.4 
39,« 

42.7 
46,1 
49,7 

53.4 
37.2 
61,1 

64.9 
69,1 
77,8 

86, S 
97,1 
107 

118 
132 
147 

163 
180 
213 



Cm.' 

77,8 

117 

171 

239 
328 
436 

573 
735 
935 

1166 
1446 
1763 

2142 
2563 
3060 



Cm.* 
6,2* 

8.78 
12.2 

16.2 
21.5 
27.5 

35,2 
43.9 
o4,7 

66.6 
81,3 
97,4 

117 
138 
162 



3607 189 

4246 221 

4966 256 

5744 ' 288 

6626 326 

7587 364 



8636 

9800 
12510 

15695 
1 9605 
24012, 

29213 
36973, 
45852 



406 
451 
555 

674 
818 
975 

1158 
1437 
1725 



56481 2088 
68738 2478 
99184 3488 



Cm,' 
19,5 

26.0 
34,2 

43,5 

54.7, 

67,1 

81.0 
98.0 
117 

137 I 

161 

186 

214 
244 

278 

314 

354 
397 

442 

491 
542 

596 
653 
782 

923 

1089 

1264 

1461 
1740 
2037 

2378 
2750 
3607 



cm." 

3,00 
3.82 
4.*w 

6,00 
7.41 
8,87 

10,7 
12.5 
14.8 

17.1 
19,8 
22,7 

26,0 
29.4 
33,1 

37.1 
41.7 
4G.t 

51.0 
56.2 
61,2 

66,ft 
72.2 
84.7 

98.4 
114 
131 

149 
17C 
203 

235 
268 
349 



Ins. 
315x165 
3 54x181 

3 94x197 

4 33x213 

4 72x228 
512x2 44 

5-51x2 60 

5 91 X 2-76 

6 30x2-91 

6 69 X 3 07 
709x3 23 

7 48x839 

7-87x3 54 

8 27x370 

8 66x386 

9 06x402 
9-45x417 
9-84x4 33 

10-24 V 4 45 

10 63 x 4 57 

11 02 X 4-69 

11-42x4 80 
11-81x4 92 
12-60x5 16 

13-39x5 39 
1417x5 63 
14-96x5 87 

15-75x6 10 

16 73x6 42 

17 72x6 69 

18 70x7 01 

19 69x7 28 
21 65 7 87 



Lb. 
4 00 

4-74 

5-60 

6-48 
7-46 
8-49 

9-61 
10-8 
120 

13-3 
14-7 
16-1 

17-6 
19-1 
20-8 

22-4 
24-3 
26-2 

28-1 
30-1 
32-2 

34-2 
36-4 
41-0 

45-7 
51-1 
66-4 

62-2 
69-6 
77-5 

86 

94-4 

112 



Ins. 
■154 
■165 
-177 

■189 
■201 
■213 

■224 
■236 
■248 



Ins. 
■232 
•248 
•268 

■283 
■303 
•319 

■339 
•354 

•374 



■260 ■SSO 
-272; -409 
-283 -425 



295 

307 



■445 

-461 



■319 -480 



'331 

■343 
■354 

■370 
■382 
■398 

•409 
■425 
■453 

■480 
•512 
■539 

-567 
■602 



■496 
•516 
-535 

•555 
■579 
■598 

■618 
•638 
■681 

•720 
■768 
■807 

■850 
-906 



-638 1 -957 

■673 1 roi 

■709' 1-06 
■748 1-18 



Ins.* 

1 17 
1-39 
1-64 

1-91 
2-20 
2-50 

2-84 
316 
3-53 

3-91 
4-32 
4-74 

519 
5-64 

6-13 

6-61 

7-15 
7-70 

8-26 
8-86 
9-46 

10-0 
10-7 
12-1 

134 
151 
16-6 

18-3 
20-5 
22 8 

25-3 
27-7 
33-0 



-Xd 




I 

I 

t 



RAOii OF FILLETS. R = web thickness (t) 

r = -6 « t 
except for section 550 y 200 mm., where R — 19-8 
and r = 11-9. 

TAPER OF FLANGE. The 14'*„ correspoods to an angle 
of 97" 58'. 

DELIVERY. Large stocks of the above sizes are kept 
oo the Continent. Sizes up to 240 > 106 mm., are rolled 
frequently, larger sJies rather less Irequeotly. 

A section 600 X 215 mm. X 199 Lgs/M. ts also rolled 
by one or more mills. 



Sec 
Had 



las' 
1-18 
1-58 
2-08 

2-64 

3 33 

4 09 

4-99 
5-97 
7-14 

8 36 
9-32 
U 3 

13 1 

14-9 
17-0 

19-2 
21 5 

24-2 

269 
30-0 
330 

36-2 
398 
47-6 

562 
66-4 
77^0 

89 
106 
124 

14.5 
168 

220 



180 



CHANNELS. 



r f-¥H 



X 




Britkah Standard Sizes. 



Fagb 



Size*. Properties and Code Worda 

Properties in Metric units 

Extras 

Safe LoAdt. dsGirden 

Moments of Inertia when l'lan;c* Drilled 
Propertiea u ^tancliions 



H2 

290 

I HI 




Metric Stjndard sizes. 



Amertcan Standard sizes. 



> >■ 



m 



JM-H7 




ROUNDS. 



Safe Loads, as columns 



*«■ 



» tt 



a • ■ 



>• 



IM 




m 



« . 







BRITISH STANDARD CHANNELS 



PROPERTIES. 



Kev Drawing, pae* 1E1- 



Sizc. 



d X b 



Ids. 

S X li 



7 

7 
8 

8 
9 
9 

10 
10 
11 

12 
12 

13 

15 

17 



rt 



4x2 

6 X 2J 

6x3 

6 X Si 



r0 



X 3 

X 3} 

■ « 

X 3 



I* 



X 3i 
X 3 
X 3i 



tt 



tt 



X 3 
y 3J 
> 3i 



• i 



X 3* 

X 4 

< ' 

>, 4 



>• 



X 4 
X 4 



Wdght 

per 

Foot. 



> 



VVcb. 



Flange 



!• 



Lb, 


4- 


iO 


5- 


11 


7 09 


7- 


31 


10 


•2 


11 


•2 


12 


•4 


13 


■6 


16 


■5 


17 


•5 


16 


S 


18 


5 


14 


2 


17 


I 


18 


3 


'20 


2 


160 I 


18 


7 


20 


2 


23 


2 


17 


5 


19 


9 


22 


3 


23 


5 


25 


6 


19 


3 


21 


3 


24 


5 


28 


5 


2G 


8 


30 


5 


26 


4 


3tJ 


4 


31 


3 


•SG 


6 


33 


2 


38 


9 


36 


4 


42 


5 


44 


3 


51 


3 



a 
b 

a 
b 
a 
b 

a 
b 
b 
b 
a 
b 

a 
b 
a 
b 
a 
b 

a 
b 
a 

b 

a 
b 
b 

a 
b 
a 

h 

c 

c 

€ 

C 

a 
b 
c 

c 

a 

b 
a 
b 



Ins- 


Ins. 


■20 


■28 


■25 


• ' 


■24 


■31 


•30 




•25 


■38 


■31 


tt 


■25 


■38 


•31 




-38 


•48 


•43 


tt 


•2J 


■48 


•38 


• ■ 


-26 


■42 


•38 




-30 


•50 


■38 


i< 


•28 


•44 


-38 


1' 


-32 


■52 


•43 


1* 


•30 


•44 


•38 




■34 


■54 


•38 


f > 


•45 


1 1 


•32 


•45 


■38 


r* 


•36 


•56 


•48 




■38 


■58 


-48 


p J 


•38 


•50 


•48 


II 


•40 


■60 


•S3 


r> 


•40 


•62 


•53 


.. 


•41 


•62 


•53 




•48 


-68 


■60 


• ' 



Radii. 



R 



I ' 



wt 



48 



I ' 



i f 



* I 



If 



t I 



t r 



• * 



Area. 



Ins. IdS- 
30 -15 



36 18 
42 -21 

48 -24 



tf 



48 24 
54 -27 



• ■ 



48 -24 

.. ' .. 
54 -27 



24 



f 1 



54 I •27 
48 ■ 24 



• I 



54 -27 



■ I 



48 ^24 

■' •• 

54 -27 



54 -27 



4 t 



5-1 -27 



r I 



GO -30 



60 I -30 



«> 



•60 -30 
• 60 • 30 



Ins ' 



1 
1 

2 
2 
3 
3 

3 
4 
4 
5 
4 
5 



35 
50 
09 
33 
01 
31 

65 
01 
86 
16 
85 
45 



4^I8 
502 
5 38 
5 94 
4-69 
5 -49 



tt 



5 
6 
5 
5 
6 
6 
7 



94 
82 
14 
86 
55 
91 
54 



567 
627 
7-19 
8-39 

7 ■SB 

8 98 

7-76 
896 
9-21 
10-8 
9-76 
11-4 



10 
12 
13 
15 



5 

I 



Centre 

of 
Gravitj-. 



1 



1 

1 
1 
1 



Ins. 

■48 
■48 
-60 
■59 
•77 
■76 

•89 
-87 
■91 
•90 
■14 
•11 

-88 
■84 
■09 
■07 
•83 
'81 
0- 
■05 
■01 
•78 
•76 
■00 
•99 
■97 

•74 
•73 
•97 
■94 

■93 
■91 

■83 

■81 

•06 

■02 

■04 

•01 

■97 
■94 
■92 
■91 



Moments of 
Inertia - 



Ins.* 

1-82 

1-94 

3-06 

5-38 

I!-9 

12-5 



21 
22 
26 
27 
28 
30 



3 
3 
3 
2 
9 
7 



60 
65 
62 
67 
82 
65 
89 



6 
3 
5 
4 
6 
1 
3 



82-7 
87 •? 

110 
120 
142 
153 

160 
174 
200 
219 
247 
271 

349 

383 
520 
569 



Sectioo 

Moduli. 



Code 
Word, 



lu.* 
•26 
•30 
■70 

•79 
1-64 
L-82 



2 
3 
3 
3 
5 
6 



83 
10 
70 
95 
29 
05 



32-7 


3-26 


36-2 


3-87 


42-8 


5-83 


451 


6^48 


46-7 


3^58 


51-0 


4-11 



6 

7 
3 
4 
6 
7 
7 



37 
30 
75 
18 
90 
26 
86 



3-98 
431 
7-42 
8-50 
7^93 
8-86 



7 

7 

12 

13 

12 

14 

13 
15 
15 
17 



15 
96 
1 
S 
8 
5 

3 

3 




Ins. 



1 

1 

2 

2 

4 

5 

7- 
7- 
8^ 
9- 
9- 
10 



22 
29 
53 
69 
75 
00 

09 
45 
76 
06 
63 
2 



9-36 



10 
12 
12 
11 
12 

15 
16 
13 
15 
IS 
18 
19 



3 
2 
9 
7 
7 

1 
3 
9 

4 
9 
8 



16-5 
17-5 
21^9 
23-9 
25-8 
27^8 



26 
29 
33 
36 
38 
41 

46 
51 
61 

67 



6 


3 
5 

6 

5 

1 
2 




1 



Ins.' 
■26 
•28 
■50 
•54 
95 
01 



1-34 
1-42 
77 
84 
25 
43 



1 
1 
2 
2 



1-53 
1-70 
2-42 
2^58 
1-65 
1-79 



2 
2 
1 
1 

2 
2 
2 

1 
1 

2 
3 
3 
3 

2 
2 
4 
4 
4 
4 

4- 
4 

4- 
5^ 



■60 
■81 
'69 
■80 
■76 
■85 
'98 

76 

■85 

■93 

17 

09 

30 

68 
86 
12 
44 

31 
64 

40 
71 
96 
28 



CABBY 

CACHE 

CADET 

CAIRN 

CALYX 

CAMEL 

CANNA 

CANOE 

CANTO 

CARAT 

CARIB 

CAROL 

CARVE 

CASTS 

CATER 

CEDAR 

CELLO 

CHAFE 

CHALK 
CHAWP 
CHANT 
CHARM 

CHEEK 

CHERT 
CHESS 

CHICK 

CHILL 

CHIMB 

CHIRP 

CHIVV 

CHOIR 

CHUMP 

CHYMB 

CIUER 

CLACK 

CLANG 

CLEHK 

CLIMB 
CLOAK 
CLODS 
CLOOP 



SIZES, rtie .ribcve are the British SU«Jar4 Sires. 1932. The UbuUIrrl breadth* <irc correcl only (or the miHimum 
ft ""l "Tl? . :, ' heavier swcehu are obtained by lirting the roll*, thereby locreMing the web Uiiirkncu >nd 
n.iiiK* brearitli to the satne extent. * 

TAPER The angle 96° coTTrtpftnds to o slope of 87£%, or 1 In 11 upprox. 

Pr.niJi^h^^^^w™"' V^i'^'* ''"''* J^* '.?',''"*'.''.'' nietnings :— j., common etock siw, frequently rolled ; 6, frequently 
rolled but Kldom stocked ; c, aot icaoity oblumable in small ciuontittcs. • • t / 

EXTRAS. Sec p«ec 200. 



ft 





7>4i 








f 




i-3| 




1 h 

l'8 




i'M 




II 


1 





182 



19>3 

■i 

a;, 

»X4 






BRITISH 


STANDARD CHANNELS. 








— 








METRIC 


PROPERTIES. 












Key DrawJnSi page 


81. 




British Units, page 182. 






^ 








at 








Centre 
















She. 


s£ 


Web. 


Flange 


Area. 


of 


Mamcnts of 


Section 


Rac 


iiol 
















Gravity 


iDcrtia. 


Moduli. 


Cpmlion. 




d X b 


t 


T 


A 


G 


J 


^* 


H 


«x 


H 




fill. 


Mm. 


Kg. 


Mm. 


Mm. 


Cm.* 


Cm. 


Cm' 


Cm » 


Cm • 


cm.' 


Mm. 


Aim. 




8x1} 


76-2 X 38-1 


6-85 


5-08 


7-11 


8-72 


1-21 


75-9 ' 10-9 


19-9 


4-18 


29-5 


11-2 




» * 


76-2 x 38-2 


7-60 


6-35 


7-11 


9-68 


1-21 


80-7 


12-5 


21-1 


4-59 


29-0 


11-2 




4x2 


I0I-GX5O-8 


10-55 


6-10 


7-87 


13-4 


1-52 


211 ' 29-3 


41-5 


8-23 


39-e 


14-8 




1 1 


101-6 X52-3 


U-77 


7-62 


7-87 


15-1 


1-50 


221 1 32-9 


44-1 


8-85 


38-6 


14-8 




6x2i 


127-0 X 63-5 


15-21 


6- 3.^ 


9-65 


19-4 


1-96 


494 


68-3 


77-8 


15-6 


50-5 


18-8 




' ' 


127-0 X 65-0 


16-77 


7-87 


9-65 


21-4 


1-93 


520 75-8 


81-9 


16-6 


49-3 


18-8 




6x3 


152-4 X 76-2 


18-47 


6-35 


9-65 


23-5 


2-26 


885 1 1 8 


116 


21-9 


61-3 


22-4 




• 1 


152-4 X 77-7 


20-35 


7-87 


9-65 


25-9 


2-21 


930 129 


122 


23-3 


59<> 


22 -4 




6x3 


152-4 X 76-2 


24-57 


9-65 


121 


31-4 


2-31 


1094 154 


144 


29 


59-2 


22' 1 




>■ 


152-4 X77-5 


2608 


tO-9 


12-1 ! 33-3 


2-29 


tI3I 164 


148 


30-2 


58-4 


22-4 




6x3) 


152-4x88-9 


24-53 


7-11 


12-2 


31-3 


2-90 


1202 220 


158 


36-8 


62-0 


265 




VI 


1624 X91-4 


27-56 


9-65 


12-2 


35-2 


2-82 


1277 252 


168 


3y-8 


OiJ-:; 


26-5 




7x3 


177 8x76-2 


2116 


6-60 


10-7 


27-0 


2-22 


1363 


135 


153 


251 


711 


224 




rr 


177-8x79-2 


25-40 


9-65 


10-7 


32-4 


2-13 


1506 161 


169 


27-9 


68-1 


•22-4 




7x81 


177-8x88-9 


27-20 


7-62 


12-7 


34-7 


2-77 


1783 1 243 


200 


39 7 


71-7 


26-4 




< ' 


177-8x90-9 


30-03 


9-65 


12-7 


38-3 


2-72 


1 878 270 


211 


42-3 


701 


26-.') 




8x3 


203-2 X 76-2 


23-75 


7-n 


11-2 


30-3 


212 


1945 149 


191 


271 


801 


22-2 




41 


203-2 X 78-7 


27-80 


9-65 


11-2 


35-4 


2-06 


2122 171 


209 


29-3 


77-5 


22- 1 




8x3i 


203-2x88-9 


30 08 


8-13 


13-2 


38-3 


2-6.'i 


2521 


265 


248 


42-5 


81-1 


26-4 




■ I 


203-2x91-7 


34-52 


10-9 


13-2 


44-0 


2-57 


2717 


304 


267 


46 


78-5 


26-2 




9x3 


228&X7G-2 


25-98 


7-62 


11-2 


33-1 


1-98 


2602 156 


228 


2"7 


88-6 


217 




.. 


228-6x78-2 


29-63 


9-65 


11*2 


37-8 


1-93 


2805 174 


245 


29-5 


86-1 


21-6 


9x3i 


228'6x88-9 


33-14 


8-64 


13-7 


42-3 


2-55 


3439 287 


301 


45-3 


90-2 


26- 1 




t r 


228-frx89-9 


34-95 


9-65 


13-7 


44-6 ' 2-51 


3540 3(12 


310 


46-7 


89-2 


26-1 




f • 


228-6x91-7 


3815 


104 


13-7 


48-6 2'4& 


3717 327 


325 


48'8 


87-4 


25-9 




10-3 


254-0x76-2 


28-69 


813 


11-4 


36-6 ' 1-88 


3441 166 


271 


28-9 


97 


21 3 




1 ■ 


254-0 X 77-7 


31-74 


9-65 


11-4 


40-5 1-85 


3649 179 


287 


30-3 


950 


211 




10x3J 


2540x88-9 


36-40 


914 


14-2 46-4 


2 45 


4559 309 


359 


48 


99 -1 


25-8 




r ■ 


254-0x91 -9 


42-47 


12-2 


14-2 54-1 


2-3D 


4975 


354 


3'.) 2 


51-9 


95-8 


25-7 




Xlx3J 


279-4 X 88-9 


39-85 


9-65 


14-7 


50-8 


2-36 


5905 


330 


423 


600 


108 


25-4 




t f 


279-4 X91-4 


45-41 


12-2 


14-7 


57-9 


2-31 


6367 


369 


456 


54 1 


105 


25- 1 




12x3i 


304-8x88-9 


39-24 


9-65 


12-7 


50-1 


2-11 6648 298 


430 


43-9 


115 


24-4 




■ ■ 


304-8x91-4 


45-31 


12-2 


12-7 57-8 


2-06 


7248 331 


476 


46-9 


112 


23 9 




12x4 


304-8 X 101-6 


46-62 


10-2 


15 2 


59-4 


2-68 


8328 504 


5-16 


67-4 


118 


29- 1 




f ■ 


304-8x104-9 


54-51 


135 


15-2 


69-5 1 2-59 


9108 574 


598 


72-8 


115 


28-7 




13 >. 4 


330-2x101-6 


49-37 


iO-2 


I5-7 


630 1 2-64 


10275 531 


622 


70-6 


128 


29 




*a 


330-2 X 104-9 


57-72 


13-5 


15-7 


"3-9 


2-57 


11266 604 


682 


760 


123 


287 




15 V 4 


381-0x101-6 


54-12 


104 


15-7 


69-0 


2-46 


14530 555 


763 


72-1 


145 


28 4 




' ■ 


381-0x1046 


63-23 


135 


15-7 


80-6 1 2-39 


1 5935 G23 


837 


77-2 


141 


27-7 




17x4 


431-8X 101-6 


65-99 


12-2 


173 


84-1 


2-34 


21651 635 


1003 


81-2 


160 


27-5 




■ « 


431-8x104-6 


76-32 


15-2 


17-3 


97-3 


2-31 23096 706 

1 


1098 


86-5 


136 


26 9 






For Co< 


de Words 


and Nol 


cs a9 to the time required for delivery, sc 


X p&g€ 1 


as. 









i 



Wvoii, 

Bolts. 



Concftttf 



Wtllf 




if 

I 



188 




It 




BRITISH STANDARD CHANNELS AS GIRDERS 

SAFE DISTRIBUTED LOADS : 7J TONS STRESS. 



Sixt, 



d X h 



Ins. 
3 X li 



rt 



4x2 

5 X 2i 



Pt 



B > 3 
8x3 
6 X 31 



W* 



7x8 

7 >! Zi 
8x8 



8 X 3i 
ft X 8 

9 X 3^ 



«> 



10 3 

10 V 3i 

11 X 3^ 



* 1 



12 3i 

12 4 

■ I 

13 4 



II 



15 4 
17 X 4 



Weight 

per 

Foot, 



4' 



:.'■- 


4-60 


5-11 


7-09 


7-91 


10 2 


11-2 


12 4 


13-6 


16 5 


17-5 


16-5 


18-5 


i 14-2 


171 


18-3 


20-2 


160 


18-7 


20-2 


23-2 


17-5 


19-9 


22-3 


23-5 


25 6 


19-3 


21-3 


24-5 


28-5 


26-8 


30-5 


26-4 


30-4 


31-3 


36-6 


33-2 


38-9 


36-4 


42 5 


44 3 


51-3 

r 



1 
1 

3 

3 
5 
6 



5 
6 
2 
4 
9 
2 



8-9 
9-3 
11 
11 
12 
13 

12 
13 
15 
16 
15 
16 

19 
20 
17 
19 
23 
24 
25 

21 
22 
27 

30 
32 

35 

33 

3G 
38 
46 
42 
52 

49 
64 
65 
82 



SAFE LOAD IN TONS. 



8' 



10' 



12' 



W 



10' 



18' 



20' 



28' »' 



»' 



1 


1 


1-0 1 


■76 ; 


11 


■81 


2 1 


1-6 


2-2 


1-7 


40 


3 


4-2 


31 


59 


4-4 


6-2 


4-7 


7-3 


5-5 


7-5 


5-7 


80 


60 


8-5 


6-4 


7-8 


5-8 


8-6 


6-4 


10 


7-6 


11 


81 


9-7 


7-3 


11 


80 


13 


9-5 


14 


10 


12 


8-7 


12 


9-4 


15 


H , 


16 


12 


17 


12 


14 


10 


15 


11 


18 


14 


20 


15 


21 


16 


23 


17 


22 


17 


24 


18 


28 


21 


30 


23 


32 


24 


35 


26 


39 


29 


43 


32 


51 


38 


S6 


42 



•61 
■64 
1-3 
1-3 
2^4 
"5 



3 
3 
4 
4 
4 
5 



5 
7 
4 
5 
S 
I 



11 
11 

20 
2-1 



3 
3 
3 
3 
4 
4 




1 

6 
8 

3 



1-7 
1^8 



2 
2 
3 
3 
3 
3 



3 
7 
1 
2 
4 
7 



4-7 


3-9 


5-2 


4-3 


6-1 


51 


6-5 


5-4 


5-8 


4-9 


6-4 


5-3 


7-6 


63 


8-2 


6-8 


6-9 


5-8 


•7-5 


62 


9-2 


7-6 ! 


9-4 


7-9 


g-9 


8-3 I 


8-3 


6-9 ! 


88 


7-3 1 


11 


91 1 


12 


10 


13 


11 


14 


12 


13 


11 


15 


12 


17 


14 


18 


15 


19 


U 


21 


17 1 


23 


19 ' 


26 


21 


31 


25 


33 


28 



3-3 
3*7 
4-4 
4-6 



42 
4-6 



5 
5 
5 
5 
6 
6 
7 

5 
6 
7 
8 
9 



4 
8 


3 
6 

7 
1 

9 
3 
8 
5 
2 



10 

9-5 
10 
12 
13 
14 
15 

17 
18 
22 
24 



2 
2 
2 
2 
3 
3 

2 
3 
3 
4 
3 
4 

4 
5 



2 
3 
7 
8 

2 

9 
2 

8 


6 


7 

1 



4 
4 
5 

5 
6 

5 
5 
6 
7 
8 
8 



3 

7 
7 
9 
2 

2 
5 
8 
5 

1 
7 



2 
2 
2 
2 
2 
2 

2 
2 
3 
3 
3 
3 

4 
4 

3 
4 

5 
5 
5 




1 
4 
5 
7 
8 

6 

9 
4 
6 

2 
5 

2 
5 
9 

2 
1 
2 
5 



2 

2 
3 
3 
2 
3 

3 
4 

3 
3 
4 
4 
5 



3 

6 

'1 

■2 

9 

2 

ft 
1 
5 

■7 
G 
7 




4 

4 
6 
6 

7 
7 



6 
9 
1 

6 
2 

7 



41 

4.4 

5-5 

n n 



b-4 
70 



* ■ 



2 
2 

3 
3 
3 

3 
4 
4 



7 
9 

4 

7 
2 
4 
2 
3 



4-5 



3 
4 
5 

5 
5 



8 



4 

9 
3 



I « ■ 



2-4 
2-7 



8-3 


7-4 


6-7 


60 


91 


81 


7-3 


6-6 


10 


9-3 


8-3 


7-6 


11 


10 


91 


8-3 


12 


11 


9-5 


8-6 


13 


12 


10 


0*5 


15 


13 


12 


11 


16 


U 


13 


12 


19 


17 


15 


14 


21 


19 


17 


15 



'■ > 



Z6' 




SAFE LOADS ANO WORKING STRESS. The SaTc Uiodfl, whicb iodude the wtighXMot Vit chAsm^ tbciiud«ct. 
arc calculated for a stic» of H Wd$ per a-juarc inch bj tb? u5iMil formula, vii.. Scic l^«d in tout >c tpttoJDfKt 
(centre to ceotre of bearings) = 5 h Section Modulus. The ux of unsjmimetrical »ecUoaA ai girden cftaoot be 
recommcD <i cd . 

DEFLECTION. Th^ deQ^ctiOQ cftn be Ascerl^iafd from the tabic on p^nef ^l Loadi prapt«d to the rifht of tbr 
'■Jf^AE Luc tiive A dedcctioo cxcccdiQg l/3ftOtb oi the spiu, aot uaiLally pcmuMibLc- 



184 



"^ 









X 


HaJ 




BRITISH STANDARD CHANNELS 


■ 


\- 


J^ 


^, 




PROPERTIES AS STRUTS. 




t 




Other Properties, page 182, Kev Drawir> 


e. pas« '31 


■ 


■ X 


1 




Sixc. 


Weight 

per 

Foot^ 


> 




Radii of GymtioQ^ 


Bending Mcment Uultipliers. 


Flange 
MulUptict 


•0 >^ Sy 


Area. 




Flauge. 


Web. 




d X b 


e* 1 «« 


A 




Toe, 


Heel. 




Ins, 

8 X li 


Lb, 
4-60 


a 


Ins 
116 


Ins. 

'44 


1-11 ! 5-31 


247 


2 67 


Ft. 

-73 


:us.' 
1-35 






5-11 


b 


114 




44 


1-15 5 


53 


2-48 


2 


73 


•73 


1-50 




4x2 


7-09 


a 


1-56 




58 


•82 4 


15 


I -11 


2 


65 


•97 


2-09 




n 


7-91 


b 


1-52 




58 


•87 4 


37 


1-75 


2 


73 


■97 


2-33 




5 X 2J 


10-2 


a 


1-99 




74 


■63 3 


16 


1 42 


2 


58 


123 


3-01 




ft 


U 2 


b 


194 




74 


■66 3 


29 


1-39 


2 


66 


I 23 


331 




8x3 


12-4 


a 


241 




88 


■52 2 


72 


1^I5 


2 


54 


1-47 


3 65 




f « 


13-6 


b 


2-36 




88 


■54 2 


83 


1^12 


2 


62 


1-47 


401 




■ a 


16-5 


b 


2-33 




87 


■55 2 


76 


120 


2 


66 


1^45 


4-86 




r* 


17-5 


b 


2-30 ' 


88 


■57 2 


78 


1-16 


2 


70 


1-47 


5-16 




6 X 3i 


16-5 


a 


2 44 : 


05 


■50 2 


14 


103 


2 


51 


I 75 


4-85 




• ' 


18-5 


b 


2-37 t 


05 


■53 2 


26 


1-01 


2 


60 


1-75 


5-45 




7x3 


14-2 


a 


2-80 




88 


■45 2 


73 


113 


2 


56 


1-47 


4-18 




• > 


17-1 


b 


2-68 




88 


■49 2 


94 


108 


2 


71 


1-47 


5 02 




7 X 31 


18-3 


a 


2-82 I 


04 


■44 2 


22 


101 


2 


54 


1 74 


5 38 




ft 


20-2 


b 


2-76 I 


05 


-44 2 


30 


101 


2 


54 


1-73 


6 94 




8x3' 160 


a 


3-16 


87 


■40 2 


81 


109 


2 


60 


r45 


4-69 




tf 


18-7 


b 


3-05 


87 


■43 3 


03 


107 


2 


72 


145 


5-49 




8 X 31 


20-2 


a 


319 1 


04 


■39 2 


27 


•97 


2 


57 


1-73 


5-94 






23-2 


b 


309 1 


03 


■42 2 


45 


-95 


2 


68 


1-72 


6-82 




0x3 


17-5 


a 


3-49 , 


86 


■37 3 


04 


107 


2 


66 


1-42 


5-14 




rr 


19-9 


b 


3-39 ! 


85 


■39 3 


21 


1-05 


2 


76 


1-42 


5 86 




9 X 31 i 22-3 


a 


3-55 1 


03 


-36 2 


37 


•95 


2 


61 


1 71 


6-55 




«i 


23 5 


b 


3-51 I 


03 


■37 2 


40 


■93 


2 


64 


1-72 


6-91 




«B 


25-6 


b 


3'44 1 


02 


•38 2 


54 


-93 


2 


71 


1-70 


7-54 




10 X 3 


19 3 


a 


3-82 




84 


-34 3 


22 


1-06 


2 


72 


1-40 


5-67 




• 1 


21-3 


b 


3-74 


83 


■36 3 


38 


1-06 


2 


79 


1^38 


6-27 




10 X 31 


24-5 


a 


3-90 i 


02 


33 2 


46 


-93 


2 


64 


1-69 


7-19 




>> 


28-5 


b 


3-77 1 


01 


35 2 


63 


-92 


2 


76 


1-68 


8 39 




11 X 81 


26-S 


c 


4-24 1 


00 


•31 2 


57 


•93 


2 


68 


167 


7-88 




#v 


30-5 


c 


413 




99 


■32 2 


74 


■93 


2 


77 


1-65 


8-98 




12 X 31 


26-4 


c 


4-54 




96 


•29 2 


90 


•90 


2 


75 


1-60 


7-76 




f > 


30-4 


c 


4-41 




94 


■31 3 


16 


-92 


2 


85 


1-57 


8-96 




12 X 4 


31-3 


a 


4-66 1 


15 


■28 2 


24 


-80 


2 


66 


1-91 


9-21 




jf 


36-6 


b 


4-51 1 


13 


■29 2 


44 


•80 


2 


77 


1-88 


10-8 




18 X 4 


33-2 


c 


5-03 


14 


■26 2 


28 


•80 


2 


67 


1-90 


9-76 




i» 


38-9 


c 


4-86 1 


13 


-28 2 

1 


44 


■79 


2 


79 


188 


n-4 




15 X 4 


36-4 


a 


5-71 I 


12 


■23 2 


43 


-77 


2 


72 


1-86 


10-7 




ff 


42-5 


b 


5-54 I 


09 


■24 2 


68 


■79 


2 


83 


182 


125 




17 X 4 


44 3 


a 


6-32 1 


08 


■21 2 


63 


-79 


2 


81 


1-80 


13^0 




»f- 


51-3 


b 


6-14 1-06 


■23 2-75 


-81 


2-92 


1-77 


15 1 




OELiVERY. For explanation ol symbols, sec page 1&2. 

ECCENTRIC LOADS, ETC. Calculate the bending moment (ineh-t<>iis) 

>^mcDt Multiplitrr" ; tbc rc5ult, added to tlie actual vertical luad. give: 
lieaJt:d " Flange " are for bendiog at>out the XX ^xis. If the beading is 
" Toe " Of " Heel *' according lo whether tlic teiidcticy is to bend with the 
Fdf further explanation, see pages 9fl to 100- 

FLANGE LOAD MULTIPLIERS. If the 1>cadi]lg moment is produced by 
l-^jd multipljcd by tlic " Flani^c Load ^tulClplle^ " gives the c<4iiivalciit tc 


atid multip 

3 tLc equivu 

about Uic * 

Qaages inst 

a girder co 
JtraL Luad, 


ly by the U 
ilcnt central 
'V aiis, use 
de or uulaid 

inccted la tl 


ibulated " I 
load Tbc 
the Hgures 

c. 

le flaoge, tii 


lending 

ligurd 

headed 

; actual 








Hi 



¥ 




MlvotJ. 

Boks. 







WcKtlng 







185 



Code. 




*■* 



1*^ 

I 

i 



4i 




AMERICAN STANDARD STRUCTURAL CHANNELS. 

PROPERTIES. 



Sixe. 



Ids. 

3 



tt 



tt 



• ' 



«a 







It 



tt 



It 



tt 



ft 



■ • 



■ > 



8 

If 
99 
■ J 



8 



>■ 



■ V 



tf 



Wdfiht 

per 

Foot. 



Thickness. 



U>b. 



Fl&cge. 



TmaJt! TmiD 



Radii 



Centre 

of 
Grav- 
ity. 



Area. 



Moments of 

Inertia* 



Section 
Moduli. 



Z 



RAdii of 

GjTAtiODr 



Bi 



ins. 


l.b 


r4]0 


41 


1-498 


5-0 


1-596 


6-0 


1-580 


5-4 


1-647 


6-25 


1 ■720 


7-2:1 


l'7.'n 


0-7 


1-865 


90 


2032 


11-5 


1-920 


82 


2 034 


10-5 


2-157 


13-0 


2-279 


15-5 


2-090 


9-8 


2-194 


12-25 


2-299 


14-75 


2-404 


17-25 


2-509 


19-75 


2-260 


11-5 


2-343 


13-75 


2-435 


16-25 


2-527 


18-75 


2-619 


21-25 


2-430 


13-4 


2-465 


15-0 


2-648 


20-0 


2-812 


25-0 



Ins. 
170 

■258 

■35G 



-180 
•247 
•320 



190 
325 
472 



■200 
314 
437 
559 



'220 
303 
395 
487 
579 



230 
285 
448 
612 



Ins. Ins. 
■377 ' -170 



/' 



■ t 



at 



-413 



•180 



>• 



t9 



• « 



450 •I 90 



If 



• * 



tt 



487 "200 



>f 



■f 



9% 



«i 



■210 I -523 -210 

•314 

-419 

-524 

•629 



99 



99 



99 



ff 



*■ 



«■ 



■560 -220 



I 9 
99 
M$ 
>1 



■ I 



rt 



«l 



tt 



■597 -230 



99 
9* 

PI 



ft 



Ins. 


Ids. 


Ins. 


Ids-' 


Ins.* 


Ins.* 


27 


•10 


■44 


119 


1-6 


•20 


a* 


II 


•44 


1-46 


1-8 


•25 


■ ' 


1 f 


■46 


1-75 


2-1 


-31 


■28 


•11 


■46 


1-56 


3-8 


-32 


j« 


II 


•46 


1-82 


4-1 


-38 


" 


*i 


■46 


212 


4-5 


•44 


•29 


■11 


-49 


195 


74 


■48 


tt 


f 1 


-48 


2-63 


8'8 


64 


>9 


tt 


•51 


3-36 


lU-4 


•82 


•30 


■12 


■52 


2-39 


130 


■70 


11 


9 1 


•50 


3-07 


15^I 


•87 


II 


II 


■52 


381 


17-3 


1-1 


99 


99 


■55 


4-54 


19-5 


r3 


-31 


-13 


■55 


2-85 


211 


•98 


II 


1* 


■53 


3-58 


241 


1-2 


II 


9t 


■53 


4 32 


27-1 


1-4 


" 


19 


-55 


505 


30-1 


re 


• 1 


99 


•58 


5-79 


33-1 


rs 


•32 


-13 


•58 


3-36 


32-3 


1-3 


t| 


II 


•56 


402 


358 


1-5 


99 


IJ 


•56 


4-76 


39-8 


1-8 


'■ 


«J 


■57 


5-49 


437 


2-0 


99 


f 


•59 


6-23 


47-6 


2-2 


•33 


•14 


-61 


3-89 


47-3 


1-8 


if 


»' 


-58 


4-39 


50-7 


19 


ft 


tt 


■59 


5-86 


60-6 


2-4 


ft 


r$ 


•61 


7-33 


70-5 


3 



IBS.' 

1-1 

1-2 
1-4 



3 
3-5 
41 



4 3 

5 
5-8 
6-5 



6-0 
6-9 

7-7 
8-6 
9-4 



81 

9-0 

9-9 

10-9 

11-9 



10-5 
11-3 
13-5 
15-7 



Ins.* 
•21 

•24 

-27 



1-9 -29 
2 1 -32 
2-3 -35 



38 
45 

54 



-50 

-57 

-65 

73 



-63 

-71 
•79 
■86 

•96 



-79 
-86 
-94 
1-0 
11 



-97 

to 

1-2 
1-4 



Ins.. 
1-17 

1-12 

1-08 



1-56 
1-50 
1-47 



1-95 

1-83 
1-76 



2-34 

2-22 
2-13 
2-07 



2*72 
2-59 
2-51 
2-44 
2-39 



3-10 
2-99 
2-89 
2 82 
2-77 



3-49 

3-40 
3 22 
3-10 



Ids. 
■41 

■41 

■42 



-45 
■45 
■46 



■50 
■49 
■49 



■54 
■53 
■53 

■53 



■59 
■58 

■57 
•56 

•56 



■63 
62 
•61 
•60 
■60 



-67 
■67 
■65 
■64 






II 
U 
■I 



U 



11 



If 



It 



■« 



196 





AMERICAN STANDARD STRUCTURAL CHANNELS. 




^ 




PROPERTIES.— Continued. 




— 




Sue. 


pet 
Fool. 


Tliickiicss. 


Fillet 
Radii. 


Centre 

of 
Grav- 
ity. 


Area. 


Moments of 
Inertia. 


Secdon Radii at 
-Moduli. Gyration. 




Web. 


Flange. 




d [ b 


t Tmax. Tmtn. 

1 


R 


r 


G 


A 


K ' K 


H 


Z„ Kr 


e„ 




Ins. Ins. 
10 2-60O 


Lb. 
15-3 


Ins. i Ins. , Ins. 
■240 -633 -240 


los- Tns^ 
'34 14 


Ins. 
■64 


Ins-' 

4^47 


Ins.* Ins* 
66-9 2-3 


Ins.* 
13-4 


Ins » 
1-2 


Ins. 
3-87 


Ins. 

•72 




2-739 


20-0 


■379 ! ,. 


If f ' 


-61 J 5-86 


785 2-8 


15-7 


13 3-6G 


■70 




2-886 


25-0 


■526 ., ; .. 


II < 1 


■62 7-33 


90-7 


3-4 


18-1 


15 1 3 52 


'68 




3-033 


300 


'673 


*t I ' 


1 
II 11 


■65 


8-80 


103 


4-0 


20-6 , 


1-7 


3-42 


'67 




It 


3-180 


35-0 


■820 


f 4 


4 I 


1 1 


^^ 


-69 


10-3 


Its 


4-6 


23-0 


1-9 


3-34 


■67 




le 


2-940 


20-7 


■280 


•723 


•280 


■38 


■17 


■70 


6 ■OS 


128 


3-9 


2f4 


17 


4 61 


-81 




,. 3-047 


25-0 


•387 


tf 1 !■ 


ti 


«' 


-68 


7^32 


143 


4-5 


23-9 


19 


4-43 


■79 




„ '3-170 


30-0 


•510 


f t 


■ < 


1 1 


" 


'68 


8^79 


161 


5-2 


26-9 


21 


4-28 


-77 




3-292 


35 


■632 i ,. 


1 
It ri> 


-69 


10-3 


179 


5-9 


29-8 


2-3 


4-lS 


-76 




„ 3-415 


40-0 


•755 


1 ■ 


■ ( 


1 t 


J ' 


'72 


11-7 


196 


6'6 


32-8 


25 


4-09 


'75 




13* 4-000 


31-8 


■375 


-880 


■340 


■48 


'23 


I'Ol 


9-30 


237 


ire 


36-5 


3-9 


.'>-o:v 


111 




.. ' 4-072 


35-0 


-447 


J V " 






•99 


10-2 


251 12-5 


38-6 


4U 4 y^ 


110 




4-117 


37-0 


■492 j .. 






•98 


10-8 


259 130 


39-8 


4-2 


489 


110 




4-185 


40-0 


-560 ., 






■97 


1I7 


271 13-y 


41-7 


4 3 


4-S2 


1-09 




4-298 


45-0 


'673 ,, ,, 






•97 


13-2 


292 15-3 


44-9 


40 4 71 


108 






4-412 


500 


■787 


«■ 


" 






•98 


14^7 


313 


16-7 


48- 1 


4'9 


4-62 


1-07 




15 3-400 


33-9 


•400 


-900 


•400 


-50 


■24 


•79 


9^90 


313 


8-2 


41-7 


3-2 


5-62 


•91 




3-422 


35 


•42'2 


'■ 


■I 






■79 


10-2 


319 


8-4 


42-5 


3-2 


5-58 


■91 




3-520 


40-0 


•52(f 


■ V 


II 






■78 


11-7 


346 9-3 


46-2 


34 


5-44 


■89 




3-618 


45-0 


■618! „ 1 „ 






'79 


13-2 


374 1 10'3 


49-8 


3-6 


5-33 


■88 




3-716 


50-0 


'710, ., 1 .. 






■80 


14-6 


401 11-2 


53-6 


3-8 


5-24 


■87 






3-814 


550 


•814 


' w 


ij 






■82 


16-1 


429 12-1 

i 


57-2 

1 


4-1 


5^16 


■87 




TAfER OF FLANGE. The 16|% slope corresponds to a slope of r- 
1 in 6 or an angle ol 9" 28'. ' 


V Tmax. 


nin. 




f! ^^' 




RANGE OF WEIGHTS. The first section in each group is the ' 

minunuiii or stock section. The other sections are produced by | 

spacing the rolls. , _ 

d X 








DELIVERY. These sections are not readily obtainable in Europe. ■ * 
although a number of the larger sizes are obtainable from the 
Continent, in " rolling quantities " only. 

• 13' X 4" is not a standard structural siit, but is used in car building. * — 

1 


1 ~¥> 






Y f 







i 



a 



w 




nivoii, J 

Bolts. ■ 
"Tooft. 1 





t«blcs. 



187 



indfx. 
Code' 



> 







METRIC CHANNELS. 

STANDARD CONTINENTAL SECTIONS FOR STRUCTURAL WORK 



METRIC UNITS, 



BRITISH UNITS. 



Size. 



d X b 






Thicksets. 
Web. 1 ¥i. 



1 

Area. 


Centre 

of 
Grav 

uy- 


A 


G 



Alomciitfl 
of Inertia, 



II 



Size. 



d X b 



H 


Thickness. 


Area. 
A 


Web. 


Fluffc. 


t 


T 



II 



Mm 




Kilos 


30 X 


33 


4.27 


40 -A 


35 


4.87 


60 X 


38 


5.69 


65 


42 


7.00 


80 > 


45 


8,«4 


00 ^ 


60 


I0,« 



105 
117 i 
120 



A 



65 
65 
55 



13,a 
17.7 

13.3 



140 X 60 16.0 
145 X 60, 15,6 
160 X 65 18,8 



180 
200 

eso 



70 
75 
80 



285 > 90 
240 X 85 
260 X 90 



260 X 90 
280 >' 95 
300 / 76 
800 NlOO 46,2 : 10 



22.0 
25.a 
29,4 

33,a 
33.S 
32.7 ! 

37,9 
4!,8 
33,6 



Mm 
5 
5 
5 

5.6 
6 
6 

8 

10 

7 

7 

8 

7.6 

8 

8,6 

d 

10 

9,6 
10 

10 
10 

10 



■Mm. 
7 
7 
7 

7,5 
8 

8.6 

8 

10 

9 

10 

8 
10,6 

II 

11, s 

12,5 

12 

13 
10 

14 
15 
10 
16 



Cm.* 
5.44 

6,21 
7.12 

9,03 

11,0 
13.S 

17,8 

22,s 
17,0 

24,4 
19,8 
24,0 

28.0 
32,2 
37.4 

42,4 

42.8 
41,6 

48.3 
53,3 
42.8 
58.8 



Mm. 
13.1 
13,8 
13,7 

14,2 

14,6 
15,6 

18,8 
19.1 
IM 

17,6 
15.0 
18.4 

19,2 
20.1 

21,4 

22.8 
22,3 
19,7 

23,e 
25,3 
15,0 
27,0 



Cm-* 
6,89 

14.1 

26,4 

57.6 

106 

206 

287 
447 
364 



Cm-* 
5,33 

6,08 

9,12 

14,1 

19.4 
29,3 

61.2 
77.1 
43,2 



605 62,7 

585 53.6 

925 85,S 

1354 114 

1911 148 

2690 197 

3429 272 

3598 248 

3900 237 

1 

4823 317 

6276 399 

4925 Ho 

8026 493 



Cm* 

4,2S 
7,05 
10,8 

17.7 
26,6 
41.2 

54,7 
76,1 
60,7 

86.4 
80,7 
116 

150 
191 
245 

292 

300 
300 






Ins. 

118x130 
1*57x138 
1-97 X 1-60 

8-66X1-66 
8 15 X 1-77 

3 94 X I 97 

4-13x256 

4 63x266 
4 72 x217 

6 51x236 
6-71x2 36 
6-80x2 66 

709x2-76 

7 87 X 2-96 

8 66x315 



9-25 X 3-64 

9-46x3-35 

10 24x3-54 



371 '10 24 3 54 
448 11102x3 74 
328 n 81. 2 85 
535 11 81 ,-3 94 

y 



Lb. 
2-87 
3-28 
3-76 

4-77 
5-81 
712 

9-13 
11-9 
8-97 

10-8 
10-4 
12-7 

14-8 

17-0 
19-7 

22-4 
22-3 

21-9 

25-5 
281 
22-6 
31 



Ins. 
197 
197 
197 



las. 
■276 
■276 
■276 



217 -295 
236 -315 
236 -335 



315 -315 

394 -394 

276 -354 

276 -394 

315 -315 

295 -413 

315 -433 

335 -453 

354 -492 

394 -472 

374 -512 

394 -394 

I 

394 ' -551 

394 -591 

394 -394 

394 -630 



Ins.* 
■843 
-963 
1-10 



4 
4 

5 

6 
6 

6 

7 
8 
6 
9 



40 

71 
09 

68 
50 
63 

16 
07 
72 

34 
99 
80 

57 
56 
45 

49 
26 
63 
11 



Y T 



RADII OF FILLETS. R =. Flange thickness (T). r => JR. 

TAPER OF FLANGE. TLc taper of 8<'„ corresponds to an 
angle of 94° 34', or a slope of I in 12^. 

DELIVERY. Most of the above sires are frequently- 
rolled by Contioental makers, and freely stocked on the 
Continent only. 



I 




T-x 



'> 



I 

I 
I 




«x 



*J 



: Y -.- 
' L ■' 



las' 
■260 
■433 
■647 

1-08 
1-62 

2-51 

3-34 
4-64 
3-70 

5-27 
4-93 
7 08 

9-15 
11-7 
150 

17-8 

lft'3 
18-3 

22-6 
27-5 
20 
32-7 



C»P8 



188 



I' 



In* 
-260 
-433 

•647 

1-OS 
1-6! 
2-Sl 

3-34 

4-64 
3-70 

5-27 
4-93 
7-08 

9-15 
I1'7 
15-0 

17-8 
18-3 
18-3 

22-6 
27 5 

20-0 

32-7 



SOLID ROUND STEEL COLUMNS. 


-^ ! 


PROPERTIES AND SAFE CENTRAL 


LOADS, B.S.S. FORMULA. ^^T f 










1 

5 




Code 
Word- 


Area* 




Is 

2-S. 
.33 

a 


SAFE LOAD IN TONS 




d 


WL 




A 


g 


1 
4' 6' 8* IV 

1 1 1 


ir 


IV 


\6' 


IV 20' 


In*. Lb. 
2) 1&-7 ODCAN 


Ins." la». 
4'9t -625 


3-20 
2-G7 


t 
25 15 


9^5 


6-4 
13 


« « • 

9-2 

1 


m - * 


I • « 
>>* 


3 24-a ODCfS 7-07 *750 


40 28 


19 1 


■ •• 


* ■ I 


3t , 32-7 OUHOS 9-62 -875 
4 42-7 ODJER 12-6 1-000 


2-29 
2-00 
1-7S 


.Ml 46 32 23 

1 


1 '" 


13 

1 ^' 


•*• 

16 


-., 


' ' * 


80 (i7 i 51 


37 
55 


27 


*'« 1 *** 1 


4i 


54*1 ODJME 


15-9 


M25 


1IJ4 91 


73 


42 


32 


20 ! 21 ... 1 
1 1 


S 

5i 


66' S ODXtT 
ga*& ODLAS 


19-6 


1-250 


1-60 
1 - 4'^ 


131 118 


99 79 


61 


48 


3S 


31 , *25 


23-8 1-375 


in2 148 ' 129 ' 107 


85 08 


r.r. 


4r, 37 


6 


96- I ODUV 


28- 3 I '500 


1-33 
1-23 


I'M 180 102 138 
230 21(j iy7 173 


113 92 7r> 01 
146 121 100 K2 

1 


1 '' 


113 ODONZ 33^2 1-025 


61* 


7 


131 ODSAB 


38-5 


1-750 


1-M 


209 254 


235 


211 


183 154 


129 108 91 1 


7J 150 ODSWE 


44-2 1 1-875 


1-07 


311 296 276 -252 


223 192 , 163 , 138 ' 1 17 | 


S 171 ODTAC 


50-3 2-000 


1-00 


356 340 320 296 


267 234 


202 


173 1 147 1 


8} 193 ODTED ' 56*7 2-125 


-HI 


404 386 367 342 


313 280 


244 


211 


182 


9 216 ODVCS , 63-6 2-250 


■S'.t 


455 437 417 392 


363 328 ; 292 


255 , 222 1 


9) 241 ODUHT 70-9 , 2-375 


■84 


508 490 , 470 

1 j 


445 


415 


381 


313 303 

i 


267 


10 267 ODYBO 


78-5 


2-500 


•80 


l' 

563 546 525 


son 


( 1 
471 , 436 396 356 


315 


10* 294 ODVCE 86-6 2-025 


-70 


62 1 605 585 


559 


529 494 455 412 


369 


11 323 oDYDA 95-0 2-7dO 


■73 


C81 GG7 645 ! Giy 


589 555 513 


171 426 


111 353 oDYij 104 2-875 


•70 


740 734 710 684 


655 ' 620 1 579 


535 , 488 


12 


384 ooYQK U3 


3-UUO 


■b" 


810 800 776 


750 


720 


065 


045 


GOO 551 


STRESSES ANO SAFE LOADS, The tabulat 
B S S. 449—1937 for CoIuruQS of which " bo 


ed loads are calculated in accordaace mth the 
:h ends are held in poiition but not in direction " 


(see page 94). 






BENDING MOMENT MULTIPLIER, To obtain the equivateQt centTil load producing the same 
compressive stress as that due to bendioE, multiply the bending moment in inch tons by 
the tabulated multiplier; add this to the vertical load. 


2IG-ZAQ LINE. Heights to the right of the zig-zag line exceed 150g and are only permitted by 
B.S.S. 449 for subsidiary members in compression. 


DELIVERY. Sizes Up to 6' are freely striclced 
advisable. 


; for larger sizes special enquiry as to delivery is 


CAPS AND BASES. See pages 150 and 284. 







4i 




Itlvott, 










%M 





?i! 



I 



444 



\mi 



n< 



IM 





ANGLES AND TEES. 



^ 



411 



v 



* ■ • 



Angles, British Standard. 

Equal Sided 

Unequal Sided 

Single Angles as Struts 

Pairs of Angles as Stmts 

Section Areas and Weights, all sizes 



• • • 



Pagb 

192-193 

194-197 

198, 200 

199, 201 
204-205 



Angles, Metric Standard 



202 



Tees, British Standard. 

Properties 

Section Areas and Weights, all sizes 

N.B — Tees cannot be increased in section by lifting the rolls 



>•■ 



203 
204-205 



Extras .,. 



RWet Centres . , 



«■> ■«• 



■■■ 



> *4 



*• a ■ «• 



290 



211 



<T 



J 



Rlveti. 
Bolii. 






191 





^/ 



L 



Siu. 



d X b 



1 



^ 



ANGLES: EQUAL SIDED. 



Notes and Kcv Drawings, page 193. As Struts, pa£e 198. 



UncQual Ancles, pace 194. 







U'd^t 


^ 


> 


per 




V 


Foot. 


H 


Q 





Centre 

of 
Gravity. 



Moments of Inotia. 



In^. 


Ids. 




j,b. 




1 X I 


1/8 


a 


■80 






3 16 


a 


1-15 






1/* 


a 


1-49 




Uxxi 


1/8 


a 


1-02 






3/10 


d 


1-47 






l/» 


a 


1-91 




14 . n 


3 16 


a 


1-79 






V* 


a 


2-33 






5/10 


a 


2-85 




UxlJ 


S/l* 


a 


211 






1/4 


a 


2-77 






B/lfl 


a 


3-39 




2x2 


3/l« 


a 


2-43 






l/« 


a 


319 






s/ie 


a 


3-92 






3/S 


a 


4-62 




2ix2t 


3/l« 


c 


2-75 






1/4 


a 


3-61 






6/ie 


a 


4-45 






9/9 


a 


5-26 




2ix2i 


1/4 


a 


4-04 






5 /I a 


a 


4-98 






S/8 


a 


5-89 






1/2 


a 


7-65 




3x3 


1/4 


a 


4-90 






5/l» 


a 


6-04 






a/8 


a 


7-18 






1/2 





9-36 




3i V 3i 


1 '4 


c 


5-74 






5/« 


a 


8-45 






1/2 


a 


110 






6/8 


b 


13-5 




4x4 


6/ie 


c 


8-17 






3/8 


a 


9-72 






1/2 


a 


I2-7 






5/8 


a 


157 




4jx4i 


3 '8 


b 


II-O 






1/2 


b 


U-5 




• 


5/8 


b 


17-8 






3/* 


b 


21-0 





Ins- 

285 

310 

335 

346 
370 
396 

430 
458 
482 

495 
521 

544 

554 
581 
605 
629 

616 
643 
668 
692 

703 
730 
753 
799 

827 
H50 
877 
924 

950 
00 
05 
09 

10 
12 

n 

22 

24 
29 
34 
39 



Ix 


lo- 


Ins.* 
-020 
-030 
-036 


ins' 
■032 
•040 
■055 


•041 
•060 
-073 


■065 
■090 
-115 


•100 
-134 
•159 


•170 i 
211 ' 
■249 


172 
■220 
-264 


■273 
■349 

-416 


-260 
■335 

-■104 
■467 


■412 
■532 
■639 

■735 : 


■378 
■489 
■592 
■6S6 


•600 
•776 
■937 
108 


■677 
•830 

•959 

120 


1-08 

1-31 ; 

1-52 
1-89 


I^21 
1-47 
1-72 
218 


1-92 
2-33 
2-73 

3-44 


1-94 
2-80 
3 57 
4-27 


3-09 
4 45 
5-66 
6-72 


3-61 

4-26 
5-46 
6-56 


574 
6-77 
8-66 
10-37 


6-14 
7-92 

9-56 
11 07 


9^77 ' 
1258 
I5^14 
17-40 



SectioD 
Modoltis 



Radii of G}Tatioa. 



8: 



8. 



e. 



IQS.' 

■008 
■010 
•016 

-017 
-020 
■032 

-040 
•056 
•069 

■071 
■092 
•112 

•107 
-139 
■170 
■200 

■155 
■202 
■247 
■290 

■278 
■340 
-401 
■520 

■495 
•BOO 
•714 
-922 

■800 
115 
1-49 

182 

1-48 
1-74 
2-26 



2 

3 
3 
4 



51 

26 
98 
68 



Ins,* 
•028 
•040 
■053 

■045 

-070 
-086 

•100 
-128 
•156 

■137 
■180 
■219 

-180 
■236 

■290 
■341 

•231 
•304 
■374 
•441 

■377 
•470 
■549 
-707 

■555 
■680 
•812 
1-05 

•760 
1^12 
1-46 
1-77 

1-24 
1-48 
1-93 
2-36 

1-89 

2-47 
3-03 
3-56 



Ins. 
292 
290 : 
285 ' 



526 

520 
514 

603 
598 
592 
586 

683 
678 
672 
666 



07 
06 
05 
04 

23 
22 
21 
19 

38 
36 
35 
34 



Ins. 

■370 

■360 

■355 



916 1-15 

910 1-15 

904 1-14 

890 1-12 



1-35 
1-34 

1 32 

1-30 

1-55 
1-54 
152 
1-50 

1-74 
1-72 
1-70 
1-66 



370 


■470 


370 


■460 


362 


•453 


450 


•560 


441 


•554 


436 


•546 



662 
■655 

■645 , 

-759 
-753 , 
-744 ; 
■735 I 

I 

•861 
■854 I 
-846 
-837 , 



755 


-952 


750 


■950 


744 


•936 


731 


-916 



Ins. 

185 
185 
191 

238 
238 

237 

290 

287 
287 

338 
336 
336 

387 
385 
384 
383 

438 
435 
434 
433 

485 
480 
481 
481 

587 
580 
581 
579 

690 

681 
677 
676 

784 
781 

776 
773 

882 
876 
872 
870 



Area. 



Ins* 
■234 

•340 

-437 

■299 
■430 
■561 

•530 
■686 
-839 

•622 
•814 
•997 

-715 
■938 
1-15 
1-36 



I 

I 
1 

1 
I 
1 
2 



809 

Ofi 
31 
55 

19 
46 
73 
25 



144 
1-78 
2-11 
2-75 

1-69 
2 48 
3-25 
3-98 



2 
2 
3 
4 

3 
4 

5 
6 



40 
86 

75 
61 

24 
25 
21 
19 



Sx5 



Ix( 



jj 



■1 



Jx? 



" 



l< 



8x8 



■I 



-r.j 



r 



I 



J. 



--t- 



\t 






"-^^ 



192 



SUc- 



d X b 



iDft. 

5x5 



t» 



ti 



>t 



6x6 



■ ■ 



7x7 



«« 
«* 
«» 



8x8 






I 

d 

I 

J 



R 



ANGLES: EQUAL SIDED. 

— Continued. 



L 



8 

a 

■3 

■a 
H 



a 



U'eigbt 

per 

Foot. 



Ccntic 

o[ 
Gravity. 



Uoments of Inertia. 



Section 



Radii of Gyration, 



K, 



E, 



S, 



In5. 

S/'8 
1/2 
5/8 
5/4 

8/8 
1/2 

6/8 
3/4 

1/2 

6/8 
S/4 
7/8 

1/2 
6/8 
6/4 
7/8 



6 

b 
b 
b 

a 

a 
a 
a 



Lb. 

12-3 
16-1 
19-9 
23-6 

148 
19-6 
24-2 
28-7 



-b~ 



U Y V ^ 



rf^lr 



1_ 



R 



— b- 




IDS. 

1-36 
1-42 
1-47 
1-51 

1-ei 
1-66 
1-71 
1-76 



c 


22- d 


1-91 


c 


28-4 


1-96 


c 


33-8 


2-01 


c 


39-0 


2-oe 


c 


26-3 


2-15 


c 


32-7 


2-20 


c 


38-9 


2-25 


e 


450 


2-30 



Ins.* 


Ins* 


Ins.* 


Ins." 


Ins. 


S 51 


13-54 


3-18 


2-34 


1-53 


11-02 


17-52 


4-52 


3 08 


1-52 


13-35 


21-18 


5-52 


3-78 


1-51 


15-52 


24-55 


6-50 


4-45 


1-50 


14-99 


23-86 


6-13 


3 42 


1-85 


19-52 


31-06 


7-98 


4-50 


1-84 


23-77 


37-79 


9-76 


5-55 


1-83 


27-78 


44*07 


11-48 


6-56 


1-Sl 


31-42 


50-02 


12-82 


6-17 


2-16 


38-45 


61-19 


15-72 


7-63 


2-14 


45- 12 


71-72 


18-53 


9-04 


2-13 


51-45 


81 -04 


21-27 


10-41 


2-12 


47-41 


75-48 


19-35 


8-10 


2-47 


58-23 


92-70 


23-76 


10-07 


2-46 


68-55 


109-1 


28-04 


11-93 


2-45 


78-41 


124-6 


32-22 


13-76 


2-43 



Ins. 

1-94 
1-92 
1-90 
1-88 

2*34 
2-32 
2-30 
2-28 

2-72 
2-71 
2-69 
2-67 

312 

3-11 
3-09 
3-07 



lus. 

-982 
-975 
■970 
•967 



19 

18 
17 
17 



1-58 
1-57 
1-57 
1-56 



Area- 



Ins ■ 

3-61 
4-75 
5-86 
6-94 

4-36 
5-75 

7-n 

S-44 



1-38 6-75 

1-37 8-3G 

1-37 ! 9-94 

1-36 ! U'5 



7'7o 
9-61 
11-4 
13-2 



STANDARD SIZES. The listed sizes of both equal and 
unequal angles are those of B.S.S. 4A. 1U34 : standard 
thickcessos are indicated by the delivery letters being in 
iiatic. There are other standard thicknesses, used in 
shipbuilding. Intermediate thicknesses can be produced 
by spacing the rolls. 



DELIVERY, a 

b 



c = 



stock si^e, frequently rolled. 

moderate stocks, less frequent 
rollings. 

infrequently rolled, seldom stocked 



Y V 



FILLET RADU- Radii R and r are tabulated on page 205 
WEIGHTS OF ANGLES, See page 204. 
EXTRAS- See page 290. 



n 



if 



\f 



w 



M 



1^ 



Hlvot: 

BoUs. 



Tloofs, 
Coneiet* 



WtJdJor, 



toeriJi 




193 



index. 
Code. 



7f 






ANGLES: UNEQUAL SIDED. 



As Struts. pa^« 198. 



Nolci and Key Drawings, page 193. 



Eqtf«l Angles, page 192 



ftll 



i| 



1 



5it«. 



d X b 



Ins, 
2 X 1| 



f r 



99 



aix u 



*• 



9t 



S^x 2 






3x2 



■ I 



«i 



8 X 2J 



*t 



B> 



8ix 21 



ai 



tf 



ajx 3 



■J 



4 X Si 



!• 



I* 



4x8 



It 



It 



4 X 8i 



ti 



># 



tj 



41 x 8 



am 



ThickD«ss. 



Delivery. 



Weight 

per 

Foot. 



Centre of Gravity. 



Horaents of Inertm. 



I OS. 
3,10 

1/* 
S/IB 

3/lfl 

3/16 

6/10 

8y'« 

14 
5 10 
3 8 

I/* 

5/18 

3 a 

1/* 

5 18 

3 8 

s/ia 

3/8 
I/l 

:/« 
6/ie 

6 Ift 

iy« 

6 'l« 

3/8 

1/2 

5/8 

S/l« 

«/• 
1/2 



6 
b 

c 

c 
c 

c 

a 

a 
a 
b 

a 
a 

a 

a 
a 
a 

a 
a 

a 

b 
a 

« 



b 
b 
b 
b 

c 
c 

c 
c 



Lb. 

2-11 



2 

3 

2 
3 
3 

2 
3 
4 
5 

4 

4' 
5- 



77 
39 

43 
19 
92 

75 
61 
45 
26 

04 
98 
89 



4-46 
5-51 
6-53 

4-90 
6- 04 
718 

5-31 
6-58 
7-81 
10-2 

5-31 
6-58 
7-81 

711 

8-45 
U-0 

7-M 
9 08 

1I'9 
14-6 

7*64 

9-08 
11-9 
14-6 



Ins. 
•627 

•654 

■678 

■830 
•860 
■890 

•750 
•774 
•799 
•823 

•976 

J-OO 
1-03 

■895 
■920 
•945 

1-09 
1-12 
1-15 

I -01 
1-04 
1-07 
111 

1-30 



33 
35 



1-24 
^27 
1*32 



16 

19 
24 
28 

44 

47 
52 
57 



lu. 
•382 
•407 
•431 

■340 

•370 
•390 

■500 
■527 
■552 
•575 

■482 
-510 
•532 

•648 

•670 
■697 

-602 
■630 
■652 

■767 
■790 
■819 
•867 

■561 
■590 
-612 

■746 

•771 

■819 

•915 
•941 

•090 
1-04 

•703 
•728 
•777 
•824 



lu* 
■240 
•308 
•369 

•450 
•580 
•700 

•490 
-636 
•771 

■895 

1^06 
1-29 

rso 



2-52 

I^8S 
2-27 
2-67 
340 

2-53 
311 
3 65 



3 
3 
4 

3 
4 

5 
6 

4 

5 
6 

8 



31 
89 
98 

46 
08 
23 
28 

58 
40 
93 
34 



1-14 


I 39 


1-62 


1-76 


214 



Ins' 
■114 
•146 
■174 

•120 
'160 
•ISO 

•280 
•359 
■433 
•502 

■373 
•450 
•525 

■716 

•870 
r02 

•748 
-910 

106 

I 25 
1-54 

180 

2^28 

-767 
•940 
1-09 



Int.* 
•292 

•373 

•446 

•490 
■640 

•770 

■620 
•809 
•977 
M3 



21 
46 
72 



150 
1-82 
213 

209 
2^55 
298 

2^50 
3- 06 
3-59 
454 

285 
3-49 
409 



Ins* 
•062 
■080 
•098 

•070 
•090 
•110 

■140 
■186 
•227 

-267 

■216 
■260 
•310 

■356 
■440 
•512 

•415 

•510 
-596 

•60S 
■750 
■878 
113 

•455 
■560 
-655 



1-59 


4-05 


-857 


1-87 


4-75 


l-OI 


2-37 


6^05 


1-30 


2-47 


4-76 


117 


2-90 


5-60 


\-SH 


3^71 


7^15 


h79 


4-44 


8-55 


2- 17 


1-63 


5-27 


•ftSft 


1-92 


6^90 


111 


244 


7^95 


1-42 


2-91 


9-51 


1-74 



■ I 



< 



irr 



d (b 



II 



It 
■ f 



IM 



^ 



Six«, 



d X b 



Ins. 



« f 



t J 



2ix li 



*t 



tt 



2ix 2 



t J 



8x2 



tt 



>« 



3 X 2} 



ft 



it 



Six 2i 



It 



■ ■ 



Six 3 



ft 



4 X 2| 



t« 



4x3 



*$ 



t» 



4 X 31 



jff 



»# 



I* 



4ix 3 



J* 



ANGLES: UNEQUAL SIDED.— Coniinued. 



Thickuc&s. 



IQS. 

3/lC 

1/* 
5/16 

3/16 

1/4 

S/W 

3/18 
1/4 

5/16 
8/6 

5/16 

3/a 

V* 

6/16 
3/8 

1/4 
5/10 
3/8 

1/4 
5/16 
3/8 
1/2 

1/4 

5/lG 

3/6 

6/16 

3/6 
1/2 

5/16 
3/8 
1/2 
6/8 

5/16 

3/8 
1/2 

5/8 



Atca. 



1-73 

1-31 
1-62 
1-92 

1-44 
1-78 
211 

1-56 
1'93 
2-30 
3-OQ 

1-56 
1-93 
2-30 

2-09 
2-48 
3-25 

2-25 
2-67 
3-50 
4-30 

2-25 
2-67 
3-50 
4-30 



Section Moduli . 



761 

•541 
•€70 
•790 

•743 
•900 
1-07 

•745 
•920 
1-10 
1-42 

■939 
117 
1-38 

1-20 
1-42 

1-85 

1-22 
1-45 
1-89 
2-31 

1-50 

1^78 
2-33 
2-85 



Z 



■358 

•387 
•480 
■563 

■394 
•480 
•575 

•562 
•700 
•825 
l^07 

•396 
•490 
■579 

•707 
-838 
1-09 

•954 
1-13 
1-48 
1-80 

•711 
■842 
1^10 
1^34 



e. 



Ids" 


Ins-> 


Ins.' 


•622 


■175 


■102 


■814 


•229 


■134 


•997 


•280 


-163 


•710 


•270 


-100 


■940 


■350 


•140 


1-15 


•430 


-170 


■810 


•280 


-180 


1-06 


•368 


•244 


1-31 


•453 


-299 


1-55 


■534 


■352 


1-19 


•522 


■245 


1-46 


•650 


•300 



Ins. 
•621 

■615 

■609 

•790 
•780 
•780 

•780 
•773 
•767 
■761 

•943 

•940 
■931 

■931 
■930 
■919 

1-10 

I^IO 
1-09 

1^09 

108 
1^08 
1^06 

1^27 
1-27 
1^26 

1-26 
1-25 
1-24 



1 
1 
1 
1 

1 
1 
I 
1 



24 
24 
22 
21 

43 
42 
41 
39 



Radii of Gyration- 



S. 



1ns- 
•42'J 

■424 

■418 

■410 
•400 
■400 

■580 
■581 
■575 
■570 

561 
560 

550 

739 
730 
727 

721 
710 
709 

896 
890 

885 
872 

701 
700 
690 

873 
867 
854 

05 
04 
03 
02 

853 
846 
834 
823 



Bu 



Tns. 
•685 
•677 
■669 

■830 
■820 
•820 

•880 
•872 
•864 
■855 

1-01 

1-00 
•995 

1-07 
1-06 
1^05 

1-20 
1-20 
1-19 

1*26 
1-26 
1-25 
1-23 

1-35 
1-34 
1-34 

1-39 
1-38 
r36 

145 

1-45 
1^43 
1^41 

1-53 
1-52 
1^51 
1-49 




R. 



Ins. 
■314 
■314 
■313 



624 
620 
618 
615 

540 
540 
534 

640 
638 
633 

722 
720 
715 
711 

647 
644 
638 
636 



Tan 



542 
538 
531 



320 


■350 


320 


•350 


320 


•350 


420 


•620 


418 


■620 


416 


■616 


415 


■612 


427 


•433 


430 


•430 


423 


•425 


521 


•678 


520 


•678 


516 


•673 


537 


•498 


530 


'496 


531 


•492 



720 
720 
717 
712 

387 
387 
382 

548 
546 
540 

752 
751 
748 
744 

437 
435 
429 
422 




M 



i 



RlvotJ. 

Bolts. 



J* 







Math. 
tables 





195 



index. 
Code.' 








\ 



l_ 




ANGLES: UNEQUAL SIDED.— Continued. 






At StruU, pace 200. 


Note* A'>d Kev Drawinss on pace 193. EquaI An^\^%, pAa» ttfJ 




5u«. 


I 


t 


VVd£ht 

pCT 

FtMt. 


CenUe of Cnivlty. 


StiimcnU o( Inertia. 




d X b 


G, ^, 


^. ; ', , I. 


». 




IM. 


las. 




Lb. 


Ins. Ins. 


Ins • !tu> 


Zm.* 


Xw.* 




6 X S 


5 IS 


a 


817 


1-66 ■ (iC7 


6- 13 1-68 


G-80 


101 






S/8 


a 


»-72 


1-68 -693 


7-24 


1-97 


8 02 


1-19 






1/S 


a 


12? 


1-74 -742 


9-33 ' 2-51 


10-3 


1-M 




If 


5/8 


c 


15-7 


1-78 , -789 


11-2 


3- 00 


12-4 


1-87 




5X8) 


6 Ift 


b 


8-71 


1-56 


•822 


6-47 


2*63 


7-63 


1-47 


1 




a 8 


b 


10-4 


1-59 -848 


7-64 


3-09 


901 


1-73 






J/« 


b 


i:)-6 


1-C4 -897 


9-8& 


3-96 


11-6 


2 24 






»/• 


c 


IG-7 


I 09 ! -944 


11-9 4-75 


13-9 


2-73 




5 4 


»/« 


fr 


II-O 


t-51 101 


7-96 4-53 


10 2 


2 :i2 






V« 


fr 


14-5 


1-56 1-06 


10-3 5-82 


13-1 


3-01 






6. 8 


c 


17-8 


1 CI 111 


12-4 7-01 


16-8 


3-«6 




6x8 


S 8 


a 


no 


2-12 ■fi32 


120 2- 05 


12-7 


1-32 




wt 


'/« 


a 


14-5 


2- 17 -083 


15-5 2-62 


16-4 


1-70 




^ 


•/• 


b 


17-8 


2-22 -731 


18-8 


3-13 19 8 


207 




6X3} 


8/8 


d 


11-6 


2- 01 -773 


i2e 


3-22 13-9 


1 ■ Tm- 






I « 


a 


15-3 


2-00 -saa 


16-4 


4-14 180 


2-:.4 






6 8 


c 


18-9 


211 -872 


19-9 


4-97 21-8 


309 




6x4 


3 8 


a 


12-3 


1-91 • 023 


13-2 


4-73 * 15-2 


2-71 






l/« 




161 


1-97 -974 


17-1 ' fl-IO 19-7 


3-52 






6 8 




19-9 


202 102 


20-8 


7-3« 


23-9 


4-:'!' 




7 X 3i 


7/18 




ISO 


2-47 -740 


22-2 


3-80 


23-6 


2-44 






»/« 




170 


2-M -711^ 


25 1 ' 4-28 26-6 


2-76 






»/'• 




21 


2 TlS -814 


30-5 


5-15 , 32-3 


3-36 




7x4 


I/« 




17-8 


2-39 -903 


26-2 


6-32 


2«-7 


3-89 






•/• 




22- 


2-44 -9:»3 


32-0 1 7-64 


34-9 


4-74 






»/* 


V 


26-1 


2-49 l-OO 


37-4 ' 8-86 


40-7 


5 M 




• X Si 


»/w 




16-S 


2-92 -090 


32-1 3-89 33-4 


2-59 




11 


I/« 




ia-7 


2-95 -718 


36-3 1 4-38 37-7 


2-93 






»;• 




23- 1 


3-00 -707 


44-3 5-29 


460 


3-57 




1x4 


>/» 




19-6 


2-83 -846 


380 6-52 ' 40-3 


419 




' " 


t/8 




24-2 


2-88 1 -896 


40-4 7-89 49-2 


5-11 






«,* 


c 


28-7 


2-93 -945 


64-4 1 9-ia 57« 


ti'OO 




• X i 


l/« 


c 


22-9 


2-44 1-45 


43-5 21-1 


53-3 


11-3 






•/» 


2 


2S-4 


2-49 1-50 


53'3 


25-7 65-2 


13-8 






>/* 




33-8 


2-54 l-U 


626 301 76-5 


16-2 




• ' 4 


l/« 




21-3 


3-28 -797 


52-5 


6-66 


54-7 


4-42 






»'• 




26-3 


3 33 -MS 


04-3 


• 07 


67-0 


5-4') 






S 4 




31-2 


3-38 HV? 


75-5 


«-3a 


?••» 


e-34 





SJ6 

4t^ 



ft 



It 



II 



n 



it 



■a 



i> 



» 



If 



n 



If 



f> 



rt 



II 



H 
II 



IM 



\ 



ANGLES: 


UNEQUAL SIDED.— Continued. ^^ 


Size. 


i 


Area. 


Section Moduli. 


Radii of Gyration. 




d X b 


1 


A 


Z, 


^v 


ix 


g^ 


8„ 


e* 


Tao a. 


Ids. 


Ids. 


Ids'. 


Ins.' 


Ins.* 


las. 


Ina. 


Inn. 


.Ills, 




5x3 


5/16 


2-40 


1-84 


■719 


1-6U 


•836 


i-us 


•649 


■361 


ft 


8/8 


2-86 


2-18 -855 


1-59 


•831 


1-G7 


•645 


■359 


IP 


1/2 


3-75 


2-86 ■ Ml 


1-58 : -819 


l-ti6 


•641 


-354 


j» 


5/8 


4-61 


:i-50 1-3G 


1-56 


■807 


1-64 


•G37 


■347 


5 X 3f 


S/l« 


2-56 


1-88 • 982 


1-59 1-01 


1-73 


•757 


■482 


9t 


S'9 


3-05 


2-24 M7 


1-58 1 1-01 


1-72 


•754 


-480 


ft 


1/2 


4-00 


2-93 1 1-52 


1-57 ■ 997 


1-70 


•748 


■475 


H 


5/8 


4-92 


3-CO 


1-8G 


1-55 ■ 982 


1-G8 


■744 


■470 


S X 4 


3/8 


3-24 


2-28 1-52 


1-57 1-18 


1-77 


■847 


• 625 


w$ 


1/2 


4-25 


2-99 1-98 


1-55 1-17 


1-76 


•841 


■G22 


tt 


&/8 


5-24 


3-66 


2-43 


1-34 116 


1-74 


■837 


■618 


0x3 


3/8 


3-24 


3-09 -864 


1-92 ■793 


1-96 


•638 


■262 


>f 


1/2 


4-25 


4-05 1-13 


1-91 -784 


1-98 


•632 


•257 


»r 


5/a 


5-24 


4-97 l-:i8 


1 - 89 ■ 773 


1-95 


■ 029 


■ 232 


6x3} 


3 6 


3-42 


3-17 M8 


1-92 -071 


2-01 


•757 


■344 


>i 


1/2 


4-50 


4-16 1-55 


1-91 -959 


2-00 


•751 


■J40 


v 


5/8 


555 


5- 11 1-89 


1-89 -947 


1-98 


•746 


•335 


6x4 


8/8 


3-Cl 


3-23 1-54 


1-91 1-14 


2-05 


■867 


•439 


rj 


1/2 


4-75 


4-24 2-02 


1-90 1-13 


2-04 


■861 


•436 


>i 


B,'8 


hue 


5-22 2-47 


1-88 1-12 


2-02 


■K55 


•431 


7 X 3J 


7/lfl 


1 40 


4-91 1-38 


2-25 -930 


2^31 


■710 


■ 2til) 


wt 


1/2 


5-00 


5-58 l-fi6 


2-24 -925 


2-31 


■713 


■2()1 


r$ 


S/S 


e-17 


6-87 1-91 


2-22 -913 


2-29 


•738 


■257 


7x4 


1/2 


5-25 


5-68 2-04 


2-24 1-10 


2-34 


■86U 


■330 


VI 


S 8 


6-48 


7-02 2-50 


2-22 1-09 


2-32 


•855 


■326 


n 


3/* 


7-69 


8-30 2-95 


2-21 1-07 


2-30 


■851 


•322 


8 X 32 


-;i« 


4-84 


6-31 1-39 


2-57 -900 


2-63 


-730 


■210 


*i 


1/2 


5-50 


7-17 1-57 


2-57 -892 


2-02 


-730 


•20S 


pt 


fi/8 


r.-80 


8-85 1-93 


2-55 1 -882 


2-60 


•725 


-205 


fi X. 4 


1/2 


5-75 


7-35 207 


2-57 1-06 


2-65 


-853 


-263 


»« 


5/8 


7-11 


9-07 2-54 


2-55 1-05 


2-63 


•847 


-260 


ri 


8/« 


8-44 


10-7 1 3-00 


2-34 1-04 


2-Gl 


•842 


-256 


8x6 


1/2 


0-75 


7-82 


4-G3 


2-54 , 1-77 


2-81 


1-29 


•550 


P« 


6/8 


8-36 


9-67 


5-72 


2-52- 1-75 


2-79 


1-28 


•550 


Pt 


S/« 


9-94 


11-5 


6-77 


2-51 1-74 


2-77 


1-28 


•550 


9x4 


1/2 


6-23 


9-17 


2-08 


2-90 1-03 


2-96 


-841 


•216 


tf 


5/8 


7-73 


11-3 


2-56 


2-88 1-02 


2-94 


•835 


■213 


• r 


S/i 

r 


9- 19 


13-4 


3-02 


2-86 l-ni 


2-92 


■830 


-210 1 



I.' I 



♦*' 










jJ. Hat 



H 




1B7 



Index, 
G08*. 



V 



lll 



'III 



r 


— 








SINGLE ANGLES AS STRUTS. 






1 








SAFE 


LOADS BY BRITISH STANDARD 


FORMULA 




SS. 




s 

o 


2 

c 


> 
■a 




«4 

tic 


Bendinc 

Moment 

Multipliers. 


Area. 


SAFE CENTRAL LOAD 


IIS TO' 


'^v 


1 
Stem. Table. 

1 


A 


4' 


6' 


8' 10* 


1 


14' 


U 

2 
2 


Ins. 

■ ■ 

H 

■ ' 

2 

II 


Ids. 
», 16 

&/16 

3 10 
S 16 

3,16 

fr/ie 

8/16 
.S 16 


a 

a 

a 

b 
c 

a 
a 


Ins-' 

■luo 

-156 

-137 
■219 

•175 
■280 

■180 
-290 


I&s. 
•290 

•2S7 

•338 

-336 

•314 
■313 

•387 
-384 


5-28 
5 36 

4-54 
4-56 

3-56 

3-56 


2-12 
2-54 


Ins.' 

■530 

839 


•9 
14 


< > * 

■7 
I-I 


1 

« ■ ■ * ■ ■ 
1 

P « A A I « 


• • * 

■ • A 
*•• 

■ V r 

* • • 


■ ■ « 

• * * 

■ * * 

* < ■ 

• * A 


1 79 -622 

' 2 0(> -997 

1 

1-63 -622 
1 -83 -997 


1-4 

2-2 


]2 
lit 


'6 
■9 


1 ... 

1 ' ■ ■ 

■ ■ « 




3-98 1-52 -715 
3-98 1-73 '■ I-I5 

1 1 


2-0 
32 


^■0 
1-6 


2i 


2i 


3, 16 

i/ie 


c 
a 


-231 

■374 


■438 
434 


3-50 

3-50 


1-32 
1^48 


-809 2-7 
1-31 4-3 


1-4 
2-2 


1-3 






r ■ ■ 
• • • 


2i 


n 

•la 


3 10 
b 16 


c 
c 


■270 
■430 


■320 
■320 


2-68 1-33 
2-65 1-4G 


■710 1-4 
1-15 2-3 


-7 
1-1 


1 •• a . I 


> *• 


< ■ * 

• a* 


2i 
3 


2 

■ 1 

2t 

■ 1 

2 

• • 


3/16 
5/16 

I 4 

1/4 

3 

1 


a 
a 

a 
a 

a 

a 


■280 
-453 

■377 
■549 

■522 
-761 


■420 
•416 

■485 
■481 

■427 
•423 


2-88 1-23 
2-89 1-36 


■810 2-5 
1-31 4-0 

M9 ! 4-6 
1-73 6-6 

1-19 3-7 
1-73 ! 5-5 


1-3 

21 


•8 
]2 


• ■■ 


• * • 

P> ■ 


* • ■ 

■ ■ ■ 

■ * ■ 


3-15 
3-16 

2 28 
2-27 


1-23 

I 36 

1-10 
1-19 


2-4 
3-5 


> 

1-5 
21 

1-2 ... 
1^7 


2 

2-H 


3 


2J 


14 

»/8 


a 
a 


■541 

■790 


-521 

■516 


2-43 ! 1-03 
2-43 1 1-12 


1-31 5-5 

1-92 8-0 


31 
4-4 


1-9 ... 
2-6 ... 


... 


* ■ • 


3 

1 1 


3 

• « 


1/4 

S/8 


a 
a 


•555 
■812 


■587 
■381 


2-59 ; -99 
2-60 1-07 


1-44 6-9 

2-II JO 


4-1 

5-9 


2-4 1-7 
3-6 2-4 


• » 1 

• •a 


• 1 • 


3J 


2i 

« 1 


1 '4 
3 8 


a 

a 


-743 

1-07 


•537 
•531 


1 -99 -90 
1 -98 -97 


1-44 62 

2-11 90 


3-6 
5-1 


22 ' 1-4 
31 2^0 


> > ■ 
* • • 




3i 

1 1 

3i 

1 ■ 

4 
4 

p ■ 

4 

■ « 


3 

■ 1 

3i 
21 

■ i 

3 


1/4 
I/« 

1 '4 

1 ; 4 
S/8 

ft/l« 
1/2 

fi/l« 

1/2 


b 
a 

c 
a 

a 
a 

a ' 
a 

b 

b 


■745 
1-42 

-760 
1-46 

•939 
1-38 

1-20 
1-85 

1-22 
I '89 


•624 

■615 

-690 
■677 

•540 
■534 

-640 
■633 

■722 
■715 


2-09 
213 

2-23 
2-23 


■86 
-99 

■83 
•96 


1-56 7 9 
300 15 

169 9-2 
3-2» 17 


4-8 
91 

61 

11 

3-8 
5-6 

• 

fi-7 

10 i 

• 

8-6 
13 


3-0 

5-t; 


20 
3 7 


>>■ 

1-9 
36 

• •• 

2^0 
3^] 

2-7 ; 

< 3 ; 


. ■ ■ 

■ *• 
• f • 

2-0 
31 


3-y 

7-3 


2-6 
5-0 


1-67 -81 
1-G7 -85 

1 -74 -78 
1 -76 -86 

1 -85 -76 
185 •SS 


1-56 I 
2-30 

2-09 
3-25 

2-25 
3-50 


6-8 
9-9 

11 
17 

13 , 
19 


2-4 
3-5 


1-6 
2-2 

2-8 
4 3 


... 1 

64 


5-6 
8-7 


3-7 
5-8 


4 


4 

1 > 


3/8 
5/8 


a 

a 


1-48 
2-36 


-781 

■773 


193 

1-96 


•75 
-86 


2-86 
4-61 ' 


17 

27 


12 
19 


8 
13 


5^6 

8-7 


3-8 
6-3 

[ 


3'l 
4 8 


Continued on page 200. 



198 



w 







prnMtr to 

Our lla&P 

of $)rrpftiuil 

^iifrorrr, 

O Vir;;in Mnllu-r 
u( Perpetual 
S u c r o II r, I 
rcime liefiire 
lliy »iiim-<l pir- 
tiire anil wiili 
eliiltllikr ron- 
(nlenrr itiV4tke 
I li i II 4* ji id. 
Slio\4 ihvftelf'a 
^lolhi r lu Mir iii»w ami liav** pity on me. 
) (liiin ^4 MiAhvr of F*-rp*|tial Succour, 
or thr love ihou beurr^t to J*vmi» ami in 
loiMMir of Hia Saered Woimdf., help m*^ 
ti iIhm m> neeei^siiy (menrron nj. O lovio;^ 
Uollier, I leave il nil |o lliee in tlie tiaiiie 
>f lln- FiHh<r, I leave il all to tli***- in ihr 
Vaiiir oT lli<^ ^on, I li>3i\e it all i<» lliir in 
lie ntimr of i)it> llnly Gho*^t.— Allien. 

'"l»t tjiiNii wf t^rrtJrUiMl ^virrniir. prjjy for us 



3 

< < 

3 

3i 
3i 

31 

4 

4 

J > 

4 
4 



■ I 

2i 
3 

21 
3 

3i 

I J 

3 

n 

4 

■ ' 



1 ,4 

1/* 
3/8 

3/8 

1/4 
3/8 

1/4 
1/2 

1/4 
1/2 

3/8 

S/IQ 

1/2 

5/lfl 
1/2 

3; 8 

5/8 



a 
a 

a 
a 

a 
a 

a 
a 

b 

a 

c 
a 

a 
a 

a 
a 

b 
& 

a 
a 



3/8 



3/8 



3/8 



3,8 



3/a 

t 

3/8 



3/8 



3 t! 



3/8 



3/B 



3/8 



3/8 



8/8 



3/8 



1/2 



1/2 



1/8 



1/2 



1/2 



1/2 



1-04 
1-52 

1-08 
1-58 

111 
1-62 

1-49 
2- 14 

1-49 
2-84 

1-52 
2-92 

1-88 
2-76 

2-40 
3-70 

2-44 

3-78 

2-96 
4-72 



AS STRUTS. 

TANDARO FORMULA 




Radii of 
Gyration. 



S. 



Ins. 
■43 

-44 
•53 

■5: 

•62 
■61 

•60 
•59 

•68 
-67 

-79 
•78 

•78 

-77 

-70 
•74 

•94 
•93 

-93 

-92 

•92 
-90 

I-IO 
1-09 

1 ■ iJ"J 
I -00 

1-07 
I -05 

1-27 

1-26 

1-26 
1-24 

1-24 

1-22 

1-22 

1-19 



B. 



Area. 



2A 



SAFE CENTRAL LOAD IN TONS. 



4' 



6' 



8' 



Int. 
75 

80 

86 

89 

71 
75 

96 
99 

05 
09 

67 
70 

90 
94 

17 
20 

87 
91 

12 
15 

37 
40 

07 
10 

31 
37 

57 
62 

03 
06 

32 

37 

57 
61 

83 
89 



1-06 
1-68 

t-2t 
1-99 

1-24 
1-99 

1-43 

2-30 

1-62 
2-C,2 

1-42 
2-30 

1-62 
2-62 

2-38 
3-46 

2-38 
3-46 

2-62 
3-84 

2-88 
4-22 

2-88 
4-22 

3-12 

e-ou 

3-38 
6-50 

3-12 

4-60 

4-18 
6-50 

4-50 
7-00 

5-72 
9-22 



3-7 

5-f. 

5-3 
8-1 

6-2 
9-9 

7-0 
11 

8-7 
14 

7-6 
13 

9-4 
15 

14 
20 

15 
21 

10 
24 

18 
26 

19 
27 

20 
39 

22 
42 

20 
30 

28 
43 

30 
46 

38 
61 



1-9 
2 9 



30 
4-5 

3-S 

6-0 

4-2 
6-5 

5-7 
9-0 

4-9 
8-4 

0-8 
11 

9-7 
14 

11 
17 

13 

19 

14 
21 

16 
24 

17 
33 

19 
36 

17 
25 

25 
39 

27 
42 

34 

54 



1-8 
2-7 

2-4 
3-7 

2-6 

4-0 



3-7 
ii-H 

3-1 
5-5 

4-(i 
7-2 

6-5 
9-0 

7-8 
12 

9-fi 

10 
15 

12 
19 

14 
26 

l.j 
27 

13 

20 

21 
33 

23 
35 

28 
45 



10' 



1-6 

2-.' 



5-6 
8-8 

fi-9 

y-y 

7-5 
U 

9-3 
14 

lU 
19 

II 
20 

9-5 
15 

17 
26 

18 
27 

22 
35 



12' 



4-0 
t)-3 

5-n 
7-2 

5-4 

7 6 



71 

11 

79 
15 

8-3 
16 

7-3 

n 

13 

20 

14 

21 

17 
26 



1«' 



■ ■ 



1-7 
2-7 


• • t 


2-5 
4-0 


> > ■ 


2-2 
3-6 


■ ■ ■ 
• * 1 


3- I 
4-9 


2-3 
3-6 


4-4 

6-1 


3-1 
4-3 



4-3 
6 5 

4-8 
S-9 

5-1 
9-4 

4-3 
6-8 

8-2 
12 

8-6 
13 

II 
17 



Continued on page 201. 



I* 



11 



It 



1 . 



I \ 



Hlvotj, / 

Bolu. J 

Conc/eul 



Wt\C 







199 





Itt 



I 




m\ 



II 



1 



1 



># 

^ 

^ 



198 



r 


— 








^ I Kl ^*- 


fe ■ ^ 


























1 








SAFE 


LOADS BY BRl 










c S 


*Q 


OUR LADY OP PtKKtiUAL 


"5 


3 


i 


■ 

t 


0-2 




SoS SUCCOUR. 


CI ■-■ 

> 


B ■ 
O DO 

o 
S 


B 


> 




Multipliers. 


Marv. lei perpetual succour 


K„ 


Strm, Table 
















Be the answer to our prayer ; 
For thy Son of all the wretclied 


















Ins. 

11 


Ids. 
3/16 


a 


Ida.' 
■lUO 


Ins. 
•290 


5-28 2-12 ^*^'^^ '" ^'^^^ perpetual care. 


* t 


1 1 


& 16 


a 


-156 


■287 


5-36 2-54 tuoKUh — 


H 


n 


3 16 


d 


•137 


-338 


4^54 ' 1-79 Ever-ready help liast thou. 


1 r 


1 « 


5/ 16 


a 


■2J9 


•336 


4-56 j 2-06 Let thy children feel it now. 


2 


u 


3/16 


6 


■175 


■314 


356 


1-63 


f f 


A 
^ w 


5^ 16 


c 


•280 


■313 


3 56 


1-83 Of our passions we are weary. 














' Weary of tlie yoke ol sin . 


2 


2 


3/lfl 


a 


'ISO 


'387 


3^98 1-52 YlI thoufih longiny to be holy. 


i J 


J 1 


5/16 


a 


■290 


■3«4 


3^98 


173 Faint of heart we lie er begin. 


2i 


21 


3/16 


c 


■231 


-438 


3^50 


r32 CHORUS— 


J « 


m t 


5/16 


a 


■374 


•434 


3-50 !•" tver-readv help hast thou. 


2i 


u 


3 iO 


c 


■270 


■320 


2-68 ' 1-33 Let thy children feel It now. 


1 • 


«» 


3; 16 


c 


■430 


•320 


2^65 1 1-46 


2i 


2 


3/16 


(J 


■280 


■420 


2-88 123 Let us feel thy help in sorrow 
2-89 i-^fi Moiirntrs look for ]oy to Ihee; 




& 16 


a 


■453 


-416 


t « 


t ' 


< 








^» U ^if 


Spurn not God's unhappy creatures. 


Si 


21 


1/4 


a 


■377 


•485 


3-15 


1-23 1 Whatsoe'er their faults may be 


■ m 


^ p 


S/8 


a 


■549 


•481 


3^16 


1-36 




r r 




^ 












CHORUS — 


3 


2 


14 


a 


■522 


-427 


2-28 1-10 


Kver-ready help hast thou. 


J « 


«i 


3,8 


a 


■761 


•423 


2-27 1-19 


Let thy children leel it now. 


3 


21 


I 4 


a 


■541 


•521 


2-43 103 


. 


» » 


■ 1 


3 '8 


a 


■790 


•516 


2-43 i 1-12 




3 


3 


1 4 


a 


■555 


•587 


2 59 -99 


- ., - - 1 - - (-f 1 ... 1 ... 1 


f f 


■ f 


3/8 


a 


•812 


•581 


2 -60 


1-07 


2-U 10 j 5-9 


3-6 2-4 


■ > • 


• * 




31 


21 


1/* 


a 


■743 


•537 


1 -99 -90 


1-44 r>-2 


36 


2-2 ].4 


■ > • 


• ■ 




• • 


» r 


3 8 


a 


1^07 


•531 


1 -98 -97 

1 


211 90 


5^1 


31 20 


■ ■ a 


■- 




31 


3 


h^ 


b 


745 


■624 


2-09 -86 1 1-56 1 7-9 


4-8 


3-0 ' 20 


• *• 


> • 




■ I 

31 


3J 


1/2 
1 4 


c 


1-42 

■760 


■615 
•690 


2-13 -99 > 3-00 

1 

2-23 -83 1-69 


15 
9 2 


91 


5-6 


3 7 


• « ■ 

1-9 


I ■ 
I I 




6-1 


3-9 


2 6 


It 

4 


r 1 

21 


1 2 
1 4 


a 

a 


1-46 
■939 


•677 

-540 


223 95 j 3-25 


17 


11 


7 -i 


5 


3-6 




1-67 -81 156 6-8 


3-8 


24 


1-6 


■ p • 




4 


* * 

3 


S/8 
K '10 


a 

a - 


1-38 
1-20 


•534 

•640 


1 -67 -85 


2-30 , 99 1 56 

1 1 


35 


2 2 
2 8 


■ ■ fl 

2 


• ■ 
■ > 




1-74 


•78 


] 1 

209 11 6-7 


4^2 


( 1 

4 


31 


1/2 
S/l« 


a 

b 


1-85 
122 


•633 
■722 


176 86 325 17 | 10 


5-4 


4-3 


31 


™ ■ 




1-8S 


■76 


2-25 13 


8-6 


5 6 


37 


27 ' 20 


* * 


* 1 


V* 


b 


1-89 


•715 


1-85 


-83 


350 , 19 


13 


8^7 


5 8 


43 31 


4 


4 


s/8 


a 


1-48 


-781 


1-93 


■75 


286 1 17 ' 12 


8 


5 6 


3^8 3^0 


> I 


p « 


5/9 


a 


2-36 


•773 


1-96 


■86 


4^61 1 27 19 


13 


8-7 


6-3 


4t 


( 


Continued on page 200. 




1 



1 






PAIRS 


OF ANGLES 


AS STRUTS. 




1 


n 


r" 


1 




SAFE LOADS 


BY BRITISH STANDARD 


FORMULA 


1 




1 


1 


1 


h 

i| 

1 1 


3 

s 


c 


• 

1 ( 


it 


§1 

^1 


RadU of 

Crratlon. 


Ann. 


SAFE CENTRAL 


LOAD 


IN TONS- 


1 


a 


2^x K- K, 


:a 


4' 


«' 


r 


icr 


ir 


18' 






Ini. 

3/16 
fi/ltt 


a 
a 


Ida. 

3/6 

a/a 

3/H 
3/« 


Id*.* I 

■201) 
•312 

■274 
•438 


R*. 

4:> 

44 

53 

51 


Iiw. 
•75 
-80 

•86 
•89 


Id*.' 

l^Oli 

1^68 

1-21 
1-99 


;j-7 

5^fi 

5-3 
8-1 


M) 
2 9 


■ V ■ 

■ B k 

1-8 

2^7 


■ * * 






1 


3 
45 


1 




2 


■ < 


3/ie 

6/lfl 


c 


3/6 

3/H 


•351) 
■560 


62 

61 


■71 
• /J 


1-24 
P99 


6-2 
9-9 


3-8 

6-U 


2-4 
3-7 


Mi 
2-5 






2 

w • 

■ f 


2 


3/10 
S/10 


a 
a 

c 
a 


3/6 
3/6 

3,8 
3/6 


•360 
•580 

•462 
•748 


60 

59 

68 
67 


■96 
-99 

1-05 
1-09 


1-43 

2-311 

1-62 

2-62 


7-0 
11 

«-7 
14 


4-2 

6-5 

5^7 
9-0 


2-6 
40 


17 
27 

10 


... 

a I I 


1 ■" 


3 7 
58 


1 

» . I • • ■ 

1 
•1 « ■ •• 




2i 


* 1 


3/141 
6/10 


c 
c 


3, a 

3/6 


■540 
■860 


79 
78 


-67 
•70 


1-42 
2-30 


7-(i 
13 


4-9 

8-4 


31 
5-3 


2-2 
3-ti 






n 

■ 1 


2 


3/lfl 
6/16 


a 
a 


a/6 

a/6 


■560 
■906 


78 
77 


-90 
•94 


1-62 
2-62 


94 

15 


6^8 
11 


4-6 

7-2 


3^I 

4-9 


2-3 ... 

3^6 .. 




n 

3 


2i 

« • 

2 

• 1 


V* 

J/8 


a 

a 

a 

a 


3 6 

3 6 

3/6 

3/6 


■754 

1-10 

1-04 
152 


7fi 
74 

94 
93 


I-I7 

1-20 

•87 
■91 


2-38 
3-46 

2-38 
3-46 


14 

20 

15 
21 


9-7 
14 

tl 

17 


6-5 
9-0 

7^8 
12 


4-4 

6-1 


3-1 
4-3 . 


5ti 
8-S 


1 " 
ti-3 


• ■ I 

p t « 




3 


^1 

• • 


1/4 
3/g 


a 
a 


5/6 
3 6 


1-08 
1-58 


93 
92 


[■12 

1-15 


2-62 

3-84 


16 
24 


13 

19 


9-6 
14 




50 
7-2 


■ ■ ■ 




3 

■ 1 
* f 


3 

■ t 


»/< 

S;6 

1/4 
3/6 


a 

a 

a 
a 


3 6 

3/6 

3/6 
3,6 


Ml 
1-62 

1-49 1 

2-14 1 


92 
90 

10 
09 


■ •37 
1-40 

1-07 
1-10 


2-88 
4 22 

2-88 
4-22 


18 
26 

19 
27 


14 

21 

Ifi 
24 


10 
15 

12 
19 


7-5 

11 

9-3 
14 


5-4 

7 6 


:;; 




71 
11 


4 :i 




3J 


3 

■ ■ 


t/4 
1/2 


b 
a 


3/6 
3 6 


1-49 I 
2-84 t 


09 
06 


P3I 
P37 


3-12 

6-00 


20 
39 


17 
33 


14 

26 


10 
19 


7-9 
15 


4-8 
8-9 




3J 


3i 


1/4 
1/2 


c 
a 


S/B 


1-52 1 

2-92 1 


07 
05 


1^57 
I^62 


3-38 

6-50 


22 
42 


19 
36 


27 


11 
20 


8-3 

16 


5-1 
9-1 




4 


2t 


1/4 
S/S 


a 

a 


3 8 

3/6 


1-88 I 
2-76 1 


27 
26 


1-03 
1-06 


312 

4-60 


20 
30 


17 
25 


13 

20 


9-5 
15 


7-3 
11 


4-3 
6-8 




4 

■ I 


3 


6/16 

1/2 


a 

a 


1/2 

1/S 


340 I 
3-70 1 


26 
24 


1-32 

1-37 


4- 18 

6-50 


28 
43 


25 
39 


21 
33 


17 
26 


13 

20 


8-2 
12 




4 

■ 1 


34 

1 1 


6/16 


b 
b 


l/S 
1/2 


2-44 1 
3 78 1 


24 
22 


1-57 
1-61 


4-50 

7-00 


30 
46 


27 
42 


23 
35 


18 
27 


r 1 


.s 6 
13 




4 


4 


a/8 
s/a 


a 
a 


12 


296 1 
472 1 


22 
19 


1-83 
P89 


5-72 
9-22 


38 
61 

1 1 


34 
54 


28 
45 


22 
35 


17 
26 


11 
17 




Conlinue 


d on page 


201. 





V 

I. 



>«lt(. 



I 



m 






109 




'1 



I 



1 1 

I J' 



r 


SINGLE ANGLES AS STRUTS. 




1 




SAFE LOADS— Continued. 




1. 

C 


i 


> 


U 


ace 


Bending 

Moment 

MitltiplieirS. 


Area, 


SAFE CENTRAL LOAD IN TONS 


z* 


gv 


1 
Stem. Table. 


A 


V 


a' 


8* lO" 


!»• 


14' 


las. 

4i 


Ins. 

3 


Ins. 
5/16 


c 


Ins.* 
1-50 


Ins. 
■647 


1-50 


-70 


InsJ 

2-25 


12 


7-3 


4-6 3 1 


2^2 






4J 


1/2 
3/8 


c 

h 


2-33 ; -ess 


1-55 
1-71 


-76 


3-50 


18 
20 


11 
16 


70 1 4fi 


3 4 
5-6 


■ ' ■ 

4-2 


1-89 


•882 


1 
■65 3-24 


11 


7-8 


If 

5 

t f 

5 


S.'fc 
3 5/J6 


b 

a 

c 

h 


3 03 

1 81 

3-. 50 

2-24 


■872 

■649 
■037 

■754 


1-73 

1-30 
132 

1-37 


■74 

■65 


5-24 
2-40 


32 

12 
24 

17 


25 

7-8 
15 

12 


17 


12 


9-1 

2^4 
4-4 

3-9 


li-8 
30 


3-4 
6-1 

55 




6/« 
3/fi 


-73 1 4-61 
-64 1 3-05 


!i-2 


8-2 


It 

5 


»r 


6/8 


c 


3 -CO 
2-28 


■744 
■847 


1-38 
1-42 


■70 4-92 

1 

-61 3-24 


28 
20 


19 
15 


13 
10 


8-7 


6-2 
5-2 


4-8 

39 


\ 

4 3/8 


7-3 


f ' 

5 


v« 


c 

b 


3-66 
2-34 


■837 
■982 


1-43 
1-56 


•68 5-24 


31 
23 


24 
19 


16 
14 


12 
10 


8-3 


e-3 

5^7 


5 


3/8 


•58 


3-61 


7-6 


1 ' 

6 


n 


6/8 


b 

a 


3-78 


-970 


1-55 
1-06 


-M 5-86 
•58 i 3-24 


37 
17 


30 
10 


23 


16 


12 


9-2 

• • • 


3 3/8 


3 t)9 ^ -638 


6-4 


4-3 3-1 


■ ' 


s'f 


b 


4-97 


■629 


1-05 


■62 5-24 


27 


16 


10 


6-8 


5-0 


WW n 


6 


:ij .v« 


a 


317 


-757 


1-08 


■55 


3-42 


20 


14 


9-2 


63 


4-4 


35 


Ji 

C 


4 3/8 


c 


5-11 1 -740 
3-23 j -SliT 


1-oa 

1-12 


•59 5^55 


32 
22 


22 

17 


15 
12 


9-9 


7-0 
6-1 


5-5 

4-6 


-52 


3-61 


8 5 


6 




5/1, 
3 t> 




5-22 
3-42 


■855 
1-19 


1-12 
1-28 


■57 5-8C 


35 
29 


27 
26 


19 
21 


13 
16 


fifi 


7-2 


•47 


4-36 


13 


99 


• « 


5/6 

1 


a 


5-55 


M7 


1-28 


•51 


7-11 


47 


41 


34 


26 


20 


10 




V 


Y 


V 

* 


Table 




X 
/ 
V 








C 


3 




7 1- oiKcSSES AND SAFE LOADS Tnr* t.ihiil'iT^n 


Y 


» 


lu^s art lotk-ulaltd by tlii: Untitili SlaiuLinl 
fonnula (B,.S.S. 449) for columns "with Ixtlh 
ends held in jKisitian but uii rent rai tied hi 
direction. '■ For Uic stresses, »ce piige »S, 


— --) 

f 


2. ZI&2AG LINE. 

only for 5ub^diar>* 


I^ciigths to the right of Lbc zig-zug Udc exceed 1 50/g ; alloM-ablc. by B.S.S. 449. 
menibeTS in compression. 


3 DEUVERY, The Iclttrs fin italic for Brltlih Stan<1ard thidcncssca) mean : " a "stock ilw, f rrqumtiv 
rolled. '* 6 " moderate stocks ; I*^* Irrqut-iiUy rolled. " c ** infrequently rolled, fteldom stocked. Tor 
other tbicLncssca, sec tabic of properties on pages 192— 197, 



# 



1 

> 



3 



i 



^M■ 



*l 3 



wt 



*l I *1 



• f 



3 



di 



31 



11^ 



4 



5 



e 



3i 



la 



ri 



G 



■i 






200 



w, 



PAIRS 


OF ANGLES AS STRUTS. "^ 

SAFE LOADS— Continued. 


r 




h 

> 


3 

a . 

9 9fi 




a 


J* 


"V ". ' = J! ■■ 
= r 5j 


Radii of 
GyradoD. 


Area. 


SAFE CENTRAL LOAD 


IM TONS 




i 


a 


2z:. 


«x 1 8» 


2A 


1 ' ' 
6' 8* 10' . 12' 


la' 20' 




lu 


lu. 


Ins. 


Ids. Ids.' Ids. Ins. 


lufl.' 








> 








H 


3 


5/16 


C 


1/2 1 3-00 


1-43 1-28 


4-50 


27 23 


19 


14 





61 




VI 


It 


1/2 C 


1/2 


4-66 


1-41 1-32 


7-00 


43 


37 


30 


23 


15 


10 




^ 


^ 


3/8 


b 


1/2 


3-78 1-38 203 


6-48 


40 


35 


29 


23 


15 


10 




II 

5 

ti 


It 
3 


5/8 

S/l« 
5/8 


a 
c 


1/2 6-06 
1/2 3- 6S 


1-35 2-09 

I 
1-60 1-24 


10-5 

4-80 
9-22 


65 


56 


46 

19 
39 


36 

15 
31 


23 


16 




29 24 


9 


6-2 




1/B 


7-00 


1-56 


1-32 


56 


49 


20 


13 




5 


3* 


3/8 

1 


b 


1/2 


4-48 


1-58 


1-49 


6- 10 


39 


35 


30 


24 


16 


U 




■ 1 


«i ' 


5/8 


c 


1/2 


7-20 


1-55 


1-55 


9-84 


63 


57 


49 


41 


27 


19 




5 


4 


3/8 


b 


1/2 


4-56 


1-57 1-73 


6-48 


42 38 


33 


27 


18 


13 




It 


1 f 


5/6 


c 


1/2 


7-32 


1-54 1 1-79 


10-5 


67 61 


53 


43 


29 


20 




5 


5 


3/8 


{> 


1/2 


4-68 


1-53 


2-23 


7-22 


46 


42 


36 


30 


20 


13 




6 


14 

3 


5/8 

3/8 


b 
a 


1/2 7-56 
1/2 1 6-18 


1-51 


2-29 


11-7 
6-48 


■?■■>. 


67 


58 
24 


47 
19 


31 


21 




1-92 119 


38 31 


11 


7-7 




• * 

6 


3i 


5/8 

3/6 


b 
a 


1/2 


9-94 


1-89 1-25 


10-5 
6-84 


63 53 


42 
31 


32 
25 


20 


11 




1 
1/2 C-34 


1-92 


1-41 


43 


33 


17 


11 




>• 


( f 


&/8 


c 


1/2 , 10-2 


1-89 1-47 


11-1 


70 


63 


53 


43 


29 


19 




6 


4 


3/8 


a 


1 
1/2 i 6-46 


1 

1-91 1-64 


7-22 


47 43 


38 


32 


22 


15 




r f 


$r 


5/8 


a 


1/2 


10-4 


1-88 1-69 


11-7 


76 71 

1 
1 


63 


54 


37 


26 




6 


6 


3/8 


a 


S/8 


6-84 


1-85 2-G7 


8-72 


58 54 


49 


44 


31 


23 




'• 


f ' 


6/8 




a 


5/8 


U'l 


1-83 2-73 

1 


14-2 


94 88 1 80 


71 


50 


36 




4 SENDING MOMENT 


MULTIPLIERS. To obtain the equivalent central load producing tl 


e same 




eoaipressivc stress as that 


due to bending about the XX axis, multiply Uic bending moment (int 


Ji'tons) 




by the tabulated multip 


Jer. Wben the horizontal leg is in compression, use the multiplier 


b traded 




"Tabic"; for the verUc 


al leg ID compression, use the muIlipUcr headed " Stem." The result 


, aiidcd 




to the actual vertical toat 


i, must not exceed the Ubulatcd safe load. It the bending is about 


the YY 




axis for a pair of angles 


the value 6( the multiplier is the horizontal breadth - ^By»- For 


further 




notes, sec page 97. 









r 



■i 



BoUs. 



[oofs. 



WHdlng 







Vac 

tat>l 







201 



Index, 
Code. 



^ 

n 



mi 



i! 






'i 



f** 



1 METRIC STANDARD ANGLES, 




Siie, 






Code 
WVrd. 


Si2e, 


i 

4— 


is 


Code 
Word. 


Size. 


3? 




Code 
Word^ 


Size, 


i 


4i 


Code 
Word, 








1 


1 




d b 

Nm. Mm. 




ex 




d 


b 


I 




d b 

1 
1 




^l 




d b 


^ 
H 


^t 






Mnv 


KiEoL 




Mm. 


Mm 


Mm. 


Kih-K. 




>fni Mm 


Mm. 


Ki\'"^. 




Mm Mm 


Mm 


KHov 




1 ' ' ■ ■ ■ 


k k ■ 


■ I ■ 


HAXEP 


55 55 


6 


4,95 


HIRED 


90 90 


9 


12.2 


nOTEP 


150 100 


12 


22.6 ITYBWY 




16 15 


3 


0,64 


HANOV 


tf I p 


8 


6.46 


HIRMY 


■1 11 


11 


HJ 


HDALK 


1 < "■ 


14 


26,1 HYCAR 




ft '« 


4 


0,^2 


BANRA 


II 1-1 


10 


7,90 


HIWAL 


■1 '1 


13 


17,1 


HUAl-S 


150 150 


14 


31,*^ BYCIT 




20 20 


3 


0,S8 


UANSE 


60 30 


6 


3.37 


HTWEM 


100 60 


8 


9.03 


HDAZy 


1 1 


tt 


16 


35.9 HYCOV 




It It 


4 


i.14 


HANVX 


■ 1 P« 


7 


4.5» 


HIAVOP 


II J» 


10 


IM 


HUBBE 


1 p 


■ 1 


18 


40,0 HYELC 




25 25 


3 


1,12 


HAOCK 


50 40 


6 


3,76 


nn'AM 


100 65 


9 


ni2 


HUBDO 


160 


80 


12 


21,6 HYTNO 




TV II 


4 


1.45 


HAOCN 


11 ti 


7 


5.14 


uryrp 


II ji 


11 


13,4 


HUblC 


ri 


11 


14 


26,0 


HYUUV 




30 20 


3 


J.U 


HI^PON 


60 , SO 


6 


5.42 


HIZAI^ 


100 100 


10 


15,1 


HUBYG 


160 


160 


15 


36,2 


HYURM 




IV II 


4 


1.45 


HECPO 


1, 1 M 


a 


7,09 


HOARL 


11 1' 


12 


17,8 


HUCOF 


ft 


M 


17 


40,7 


HYVAL 




30 30 


4 


1,78 


IIEDIP 


1' 


tt 


10 


8,69 


HOASM 


l» 1> 


14 


20,6 


HUCUG 


n 


II 


19 


46,1 


HYVOP 




t> >i 





2,57 


HECUT 


65 


05 


7 


6,83 


aoBOY 


no no 


10 


16.6 


HUDCA 


200 


100 


14 


31,6 \ HVWAM 




35 35 


4 


2,10 


BECVY 


■ 1 \ t> 


9 


8,62 


HODEZ 


1 
tt If 


12 


19,7 


HUUDE 


*• 


II 


16 


36^9 HYWIP 




tt ir 


6 


3,04 


HEIRD 


■p t> 


11 


10,3 


HOERU 


ri 9% 


14 


22.8 


HUPOH 












iO 20 


3 


1,35 


HEJOV 


70 70 


7 


7.38 


HOKBA 


1 20 ' go 


10 


15,0 


atJFYK 




1 


1 




ft 1 It 


4 


1.77 


HEEAS 


n 1 >i 


9 


9.34 


HOLEG 


It 11 


12 


17,8 


HCGAF 




1 


1 




40 40 


4 


2,42 


UEKET 


II Bl 


11 


11,2 


holfa 


120 120 


11 


19,9 


HUJUM 














>t *' 


$ 


3,52 


HEEIV 


75 50 


7 


6.54 


HOI JO 


1 
tt J tt 


13 


23,3 


HtJKEK 














»• ■■ 


8 


4,55 


U^KCJC 


•>• II 


9 


8.24 


HOMOK 


1 
fl 1 1- 


15 


26,6 


HULEA 














4£> 30 


4 


2.25 


HEKWO 


75 ,75 


8 


9.03 


HOMUL 


130 65 


10 


14.6 


HULON 














II ■ It 


5 


2.77 


HEEZY 


•1 ■> 


10 


IM 


nONAH 


II 1* 


12 


17,4 


HUrUP 














io 45 


5 


3,38 


BESED 


f 1 *■ 


12 


13,1 


HONNY 


130 130 


12 


23.6 


HUftlAL 














11 tt 


7 


4,60 


HESGO 


80 40 


G 


5,41 


HONOL 


\t ' 11 


14 


27,2 


HU&IUE 














»t ti 


d 


5,76 


HESIF 


ti <i 


8 


7,07 


HUNYN 


II tt 


16 


30,9 


HUMPO 














60 60 


& 


3,77 


HIFUX 


80 SO 


S 


9,66 


HORPO 


140 140 


13 


27,5 


HUMBY 














tr tt 


7 


6,15 


HIP\^ 


If ■» 


10 


11,9 


nOSAU 


II ft 


15 


31,4 


HYBER 














ft *i 


9 


6,47 


HIRGA 


■ 1 •> 

1 


12 


14,1 


HOT AN 


■ 1 1 1* 


17 


35,3 


HYBTQ 




i 

1 








SIZES. The sizes 


isted are standards in Belgium, France and Gennany. Intcnnediate 




thicknesses can be obtained bv spacing the rolls. Various other metric sizes are rolled by 




CoDtineotal uorks, oi whom one or two also roll most British Standard equal angles up to 




6' X 6'- 








RADii. The radius of the cur\'e at root i$ ip each case e<jual to the 


mean of the standard 




thicknesses. The lesser radius is one-balf of this, subject to a minimum ol 2 mm< 




DELIVERY. The size 


5 hsted are frequently rolled and most of them arc 


freely stocked on the 




Continent- 








QRITI8H UNITS- Fo 


r converting metric weights and dimensions into 


British, seepage 291- 





202 



■ V 



BRITISH STANDARD TEES, ^T 




Sue. 


1 


1 


^*»f t Gravity. °' '""»^ 


1 SadUof 
1 G3Tatioii. 


1 

Section 
Moduli. 


Bendjfif! 

Moment 

Multipliers, 


™ ^ ^ 

Area. 




b X d 




^ 




G^ I ». 


1 


Sy 


z> 


Zv 


Stem. Tdblr. 


A 




Ins. 


Ins. 




i ' 

IJb. las, Id9> 


1 ■ 1 
Ins.* 1 lu. I OS. ' Ins.* 


It«.» 


> 




Ins.* 




U xlj 


S/IB 


b 


1-8J 


-43& 


•106 


■048 i ■447 ' -301 


•100 


■064 


5-31 2- 18 


■531 




It 


»/4 


a 


2*35 


•460 


•135 


•067 -442 

1 


■312 


•130 


-090 


5-32 2-36 


■1192 




2x2 


l/« 


a 


3-22 


•579 


•337 


•157 


•597 


■407 , ^237 


-157 


3-99 I ■ 63 


•947 




u 


V8 


b 


4>64 


-628 


•469 


•246 -580 1 ^424 


•342 


■24G 


3-99 1^83 


[■37 




1 

2} X 2j 1/4 


a 


4-07 


•697 


•677 


■302 -752 ^502 


•375 


-242 


3-18 {■2.\ 


1^2(J 




■ f 


3/8 


a 


5-92 


■750 


•859 


■472 -742 ^521 -548 


-378 


3-18 i-3t; 


1-74 




3x3 


3/S 


a 


7-21 


•869 


1^7] 


■816 


■897 


■620 


•801 


•544 


2-65 


108 


2-12 




■ ■ 


I/S 


a 


9-38 


■918 


2^17 


1-11 ' ■sse 


■635 1-04 


-742 


2^65 117 


2^70 




4x3 


8/8 


a 


8-41 


•767 


•186 


1-91 -863 ' -875 -833 


•957 


3-00 


1-03 


2-50 




1 r 


l/« 


a 


IIM 


•816 2^37 


2-60 -852 -893 1-08 


1-30 


3-02 1-12 


3-26 




4x4 


3/8 


a 


9-77 


in 4-19 


1-90 1-21 -814 1-45 


■950 


1-98 -761 


2-87 




t> 


1/8 


a 


12-8 

1 


1-16 5-40 


2-59 1-20 -8311 1-90 

1 1 i 


1*30 


1-98 ■ 807 

r 


3-76 




6x3 


3/8 


a 


9-78 


•691 


1-97 


3-72 


•82S 


1 
Ml -854 


1-49 


1 
3-37 POl 


2-87 




rt 


l/« 


b 


12-8 

i 


•741 ; 2^51 


5-04 -818 


I-lii 


Ml 


2-01 


3^39 Ml 


3^76 




6x4 


3/8 


c 


1 
IM 


•998 4-47 


3-69 1 M7 


1-OG 1-49 


1-48 


2-18 


■727 


3-26 




II 


1/2 


a 


14-5 


1-05 


5-77 


5-02 


M6 


1-08 1 ■ 96 


2-01 


2- 18 


•777 


4-27 




8x8 


5/8 


b 


111 


•633 


2-06 


6-39 


■795 


1-40 •871 


2-13 


3^74 I -00 


3-26 




ft 


1/2 


a 


14-5 


■684 2^63 


8-66 1 -785 1-42 1-14 

1 


2-89 


3-75 1^11 


427 




8x4 


1/2 


a 


16-2 ' 


■968 6-07 


8-62 1^13 1 1^34 2-00 


2-87 


239 1 •761 


4-77 




tt 


fr/6 


c 


20- 


1-02 


7-33 


10^9 


M2 ! 1-36 2-46 


3-64 


2-39 818 


5-88 




1 

8x6 1/2 


c 


19-6 


1-63 19-0 


8-59 


1-82 


1 

1-22 4-3G 


2^86 


1-32 • 49 1 


f.-77 




tt 


6/8 


c 


24-2 


i-oy 


23-3 


10^9 l^Sl 


1-24 


5-40 


3-63 


1-32 -517 

1 


7-13 




R 


■ f 

r d 




u 


.^> 


Y 

r 

r 






5-;' 


Tab 








^l 






, — 


u,k 


*. 


x^l 


^ .KjX 


J 


1 


L 


% 






U-b-, 


4^- 


Y 43 


V 


% 




The lettera In th< 

« = w 

8biri up to 4' X 

The fillet radU arc 


' deUv 

A' m 

tdbuL 


er>* oilumu (in ItAlk Tor 
locked, b = FrcqucnUy 
c roltfxl pTcUy frcquenUy 
itcd on p«f c 3U5^ 


Elhtisli SLuidafil Ciies^ mean :^- 
lt<K;kcil. c ■= Stocked by a tevi u 
; LkTiicr tiies relatively scltl'im. 


icrduists 









1BR"- 



oils. ' 






Wrld:n« 




203 






ir.3t4, 




Y/( 



\i\ 



I J 



\ 



\ 



n 



1 




WEIGHTS PER FOOT 


< 


T" 


1 


^ 


OF BRITISH STANDARD ANGLES AND TEES, 




1 






For Iron, deduct 2%. 










POUNDS PER FOOT. 






United 
Inchs. 










\ 


^ \ -h \ ii 


i ^ 


1 tt i 


« 


i 


tt ' 


11 


'58 


\ 
1 

-84 1'06 ... \ ... 1 ... 1 -'. 1 "- 








■ •• 


-■■ 


«■• 


•». 


2 


■80 


1-16 1-49 


■ " ■ 


... 1 ... ... ' ... 








■ > ■ 


«■> 


*■■ 


* . . 


21 


•do 


1'32 1'70 


•■a ■■■ ■>■ '■* 
1 1 


• . f 






-- 


-■■ 


* * . 


• a* 


•». 


n 


1*02 


1>47 1*91 


1 

,,, 4<1 ■■- «■• 


• . . 






... 


•'■ 


• •■ 


■•a ti* 


n 


I'll 


1-63 2-12 2'59 


•■> 








■ ■■ 


• ■* 


1 


3 


1-23 


1-79 2-33 2-85 , — 


■ • . 








... 


■ ■■ 


mm m 


• • - 


3i 


aai 


1-96 2-55 3-12 


**• •-. *.« 


• * A 








■ ■■ 


■ ■a 


• ■■ 


■•■ 


3i 


■ ■ k 


2-11 2-77 3-39 ! 3-99 


• «■ 








*•■ 


• •■ 


«•• 


* ■ > 


« 


■ ■- ■ 


2-43 319 3-92 , 4-62 , 5-30 , .,. 


P«> 






... 


■ p « 


■ « . 


■ ■ fl .4. 


*i 


■ ■ " 


1 
2-50 3-40 418 4-94 ' 5-67 6-38 








■ ■■ 


* . • 


a>a •>• 


«^ 


■ ■ V 


1 
2-75 3-61 4-46 


5-26 605 


G-80 7-63 








•" 


• ■ . 


... 


*1 


.„ 


2-91 3-83 4-72 5-58 6-42 


7-23 8-01 








• ■« 


a a ■ 


> k k 


a*> 


6 


.-, 


3-u6 4-04 4 98 5-69 6*78 


765 8-49 








■ *• 


> a * 


a. « 


• a« 


fit 


■ < > 


3-23 4-25 5-2fi 6-22 ' 716 8-08 8-97 








--■ 


■ ■ ■ 


• * • 


• a* 


51 


* 1 ■ 


4-46 5-61 6 53 7-53 8*50 0-44 lO'i 1 11-2 

1 ' 




• . ■ 


a a a 


aaa 


a .a 


6 


« p ■ 


1 
4-90 6-01^ ; 7-18 S'28 9-36 10>4 11>4 12-4 \ \ik 


• »■ 




a ■ fl 


■ ■■ 


6i 


I « p 


5-31 e*S8 1 7-81 9-02 10-2 11-4 12-5 IS'C 


14-7 


■ 41 


« <• 


•■■ 


«■• 


7 


• * A 


&-74 7-11 84fi 976 110 12-3 13-5 , 14*8 ' 1S'> 


• *. 


a at 


t4« 


■ «• 


71 


>>> 


OlS 7-64 ' S-08 ' 10-5 11-9 13-3 14-6 16-9 17-S 


■ •* 


aa* 


««■ 


a., 


8 


• ■> 


... ' ... 8-17 9-72 11-2 12-7 U-2 . 15-7 17-1 |8-fi 


... 


a a a 


■ a* 


■ a* 


H 


■ ■ ■ 


8-71 10-4 120 13-6 16-2 ' 16-7 18-3 I9'S 


21-S 


• «■ 


• «« 


a. V 





• *■ 


9-S3 11 ' 12-7 1 14-5 16-1 17-8 19-4 21-0 


22*6 


24-2 


... !*• 


91 


— 


11-6 13-5 15-3 , 17'1 


18-9 


20-6 


22-3 


24-0 


26-7 


27-3 


10 


■ • I 


< 12-3 , 14-2 16-1 18-0 ' 19-9 ' 21-8 


23-6 


25-4 


27-1 


28-9 30'6 


101 


■ • 1 


* * » 


12-9 150 ' 17-0 19-0 21-0 , 22-9 

1 


24-9 


2«-8 


28-6 


30-0 32-3 


11 


■ * ■ 


, ... 13-5 16-7 17-8 1 10-9 i 220 


24-1 


26-1 


2S1 


301 


32-1 S4'0 


111 


I * • 


■■A aaa 


11-2 16-fi 18-7 : 20>9 23*1 2S*3 


27-4 


29-5 


31*6 


33-7 36-7 


12 


■ • ■ 


> ■ - •*■ 


14-8 17-2 19-6 21-9 24-2 26>4 28>7 


30*9 


33*1 


35-3 37-4 


121 


>•• 


1 

■ ■ ■ 1 ■■■ 


15-5 17>9 20-4 22-8 < 2&'2 27*6 j 30'0 


32-9 


34-6 


36-8 39 1 


13 


**« 


161 18>7 21*2 23-8 1 26-3 28-8 ; 31-2 

\ I \ \ \ \ 


33-7 


301 


38-4 , 40-8 


131 


■ ■ ■ 


■>■ 


167 19-4 


22-1 24-7 27-4 29*9 32-5 


3S-0 


378 


1 
40-0 42-5 




■ ■ I 


17-4 ■ 20-2 230 25-7 i 28-4 , 31-1 


33-8 


38 -4 


39- 1 


41-6 44-2 


15 


■ ■ ■ 


24-6 27-6 30-5 33*4 


36'3 


39-2 


42 


44-8 47-8 


16 


« ■ ■ 


.„ 1 2ti-3 29-5 32-7 35-8 


38-9 1 41-S 


460 


48-0 51-0 


18 


■ ■ ■ 


,„ 1 29-7 33-3 37*0 40-6 440 47-4 


lll'O 


54-4 57-8 


UNIT 


ED IN 


DHE8. Ihis me^us the bum of the flanges; thu» a 4' X ^' angle oi 


- toe measures 


7 uo 


lied in 


cbes. 






TEEfl 


L The 


tabulated areas and weights are for Bnti;*h Standard Angl<!s ; Tc 


c$ are 


slightly 


mon 


;, but 


the difference is ncghgible. 






AREJ 


^S OF 


HOLEa The lower tabic on the opposite page shews the deductions I 


o be c 


oade for 


bolt 


asd xi 


\\^X holes. 









H 



204 



L 



iTnitcd 
locbcs- 



Ins. 

1* 

2 

2i 
u 
u 

3 

31 
31 
4 

«i 

n 

5i 

51 
6 

«i 

7 

71 
B 

Si 
9 

Bl 
10 

101 
11 

ui 

12 

12 J 
13 

13 i 
14 
16 
16 
IB 



DIl 



SECTIONAL AREAS AND RADII 

OF BRITISH STANDARD ANGLES AND TEES, 



T 



SECTIONAL AREAS (Sq^ Inches). 



4 I fir I i I ^ I ^ * * I ii J I # I I 



[| 



172 
234 
265 
299 
■327 

'361 



246 


-313 


■ « < 


340 


■437 


« * I 


387 


-500 




433 


-561 


1 ■ r 


47d 


•624 


•761 


536 


■6S6 


•S3S 


57fi 


•761 


■919 


622 


•814 


■997 


715 


■938 


1'15 


761 


1-00 


1-23 


do 9 


106 


1-31 


B55 


113 


1-39 


dOl 


119 


1-47 


94S 


1-25 


1-54 


A ■ « 


1-31 


1«2 


•»■ 


IM 


1-78 


■ * P 


1-56 


1-93 


• ■ « 


1-69 


2-09 


«»• 


1-Sl 


2-26 


* * > 


... 


2-40 


A * ■ 


i>* 


2-S6 


* V r 




2-72 




... 
••• 




«•■ 


• " 




' * * 
« • ■ 


• ■ I 


... 


If! 
1 •• 


*•* 
>•- 


■ • . 


■ - * 


* ■ ■ 


i 4 * 



M7 
1*36 
1-45 

1-65 
104 
!-73 
1-83 
1-92 

2*11 

2-30 
2-48 
2-67 
2-66 

30fi 
3'24 
3-42 
3-61 
3-80 

3-98 
4-17 
4-36 
4-5S 
4-73 

4-92 
6*11 



1-53 
I 67 

1-78 
1-89 
2-00 
2-11 
2-21 

2-44 
2-66 
2-67 
3-09 
3-31 

3-53 
3-75 
3'97 
4-18 
4-40 

4-62 
4-84 
5*00 
5-28 
6-50 

6-71 

6-94 



1 88 

200 
2-13 
2-2a 
2-38 
2-50 

2-75 
300 
3'25 
3-50 
3-75 

4-00 
4-26 
4-60 
4-76 
500 

5-26 
5-60 
5-76 

6 00 
6-25 

6-50 
6-75 

7 26 
7-75 
8-77 



2 22 
2-36 
2-60 
2 -04 
2-78 

3-06 
3-34 
3-62 
3-90 
4-le 

4-47 
4-75 

3 03 
5-31 

0-59 

6-87 
6-16 
6-44 
6-71 
7-00 

7-28 
7-56 
8-12 
8-68 
9-83 



3-05 

3-36 
3-67 
3-98 
4-30 
4-61 

4-92 
5-24 
5-56 
5-86 
6 17 

6-48 

6-ao 

7-11 

7-42 
7-73 

8-05 
8-36 
8 98 
9-61 
10-9 



3-31 

3-65 
4 00 
4^34 
4-68 
5-03 

5-37 
5-72 
ti-06 
6-40 
6-76 

7-09 

7-44 
7-78 
8^12 
8-46 

8-81 
9-16 
9-84 
10-5 
11 -d 



■ . ■ 




w* 


* « -1 




■ . f 


■ •« 




I • > 






■ ■ « 


< .> 




I I 4 


- • * 




II* 


■" 




• I • 

11* 


*** 


-. ■ 


* f ■ 


■ ■ 4 • V ■ 


■ ■ . 


• I • 


■1 ■ 


• «■ 


■ > - 


fevi 


■ « * 


3-94 ... 


1 


4-31 ... 


■ r - 


4-69 ,,, 


■ . • 


, 506 


> •* 


■ ■ • 


5 '44 


• ■ . 


... 


6-82 6-25 


■■■ 


6-19 ti-65 


7-11 


6-56 7-06 


7-55 


fi-91 7-47 


7-99 


7-31 7-87 


8-42 


7-G9 8-28 


8 86 


8-07 : 6-68 


9-30 


8-44 


9-09 


9-74 


8-81 


9-50 


10-2 


9-19 


9-90 


10-6 1 

1 


9-56 


10-3 


1 
lt-0 1 


; 9-94 1 10-7 


11-6 


10-7 


11-5 


12-4 


11-4 


12-3 


13-2 


12-9 


13 9 


15-0 



803 
8-60 
8-yT 

9-43 
9-91 
10-4 
10-8 
U-3 

11-8 
12-2 
13-2 
14-1 
16-0 



Fillet 
Rftdii. 



k 





Iqa. ' 


* r . 


-17 


•i 

> « * 


-18 


■ ■ • 


-20 


I -• 


• . . 


... 


•21 


I ■ • 


» 4 1 

■23 


■ i * 


•24 

... 


• I • 


•26 


• ■ P 


■ ■ > 


»* ■ 


21 


... 


... 1 


... 


■29 


1 


30 


... 


32 


« ■ . 


-33 


a ■ - 


■35 


« ■ » 


■35 


. ■ . 


-38 


* - > 


'39 


... 


-41 


«'00 


-42 


9-50 


-44 


10-0 


' . . 


10-6 


■ . ' 


110 


■18 


11-5 


«• I 


12-0 


■51 


12-5 


1 


13-0 


-54 


14-0 




15-0 


-00 


17-0 


'66 



las. 
-12 
■13 
«. . 
-14 



15 



16 



'IS 

la 

-20 
-21 

-23 
■24 

-25 

'26 
■27 
'29 
■29 
31 



-34 
35 

38 

42 
46 



SECTIONAL AREAS OF MOLES. 



Dia 




f 



J, 



Rlvotj, 
Bolts. 










Ictmisi 










20& 








see 




*^\ 



RIVETS AND BOLTS, 





ets. 




Page 


Shear and Bearing Values 


• * « 


20S 


Lengths for various Grips 


■ • ■ 


209 


Weights 


■ ' * 


210 


Dicncnsions 


* < > 


211 


Pitch Multiplication Table 




215 


Standard spacings (in angles and tees) ..* 


■ ■ * 


211 


Minimum Spacing Chart 


•• ■ 


212 


Fillet Radii of beams 


■ ■ • 


216 



Bolts. 



Shear and Bearing Values 

Weights 

Dimensions 

Levins Dolts 



••« 



>■ • 



> ■ » 



■•« 



•• « 



>• ■ 



206 
214 

213 
213 





i 










Plains, 

Inertia, 




207 



Code. 



k!?ll 



a 












RIVETS 

SHEAR AND 


AND BOLiS. 

BEARING VALUES- 








4 1 

<^ in 

CO 

Q < 




in lO 
H 06 


* 

00 


lO i^ 






00 


to 


o 
lA 


o 

O 


00 

- 


a 


so 




a 


5^ 


- r^ -r r^ O O « 
i"^ •T ■-< — r^ CO cO 

CO eo CO CO C* C4 CI 




:1 = *> 

;3 ^ 




3 i 


•*• 


■"" 


« 


• 
• 


•e 




Hot 


a 


•^2 


a 


a 


a 
a 


-- 


a 
a 


a ^ - » a ■ 
> ^ a ^ a a 




o 2 


I'* 


■ 


; ■« 


* 


-- 


■ 


-ff 


V 


-H^B 


- 


■ 


"ft 


■ 


a 


■ 
a 


— ■ :•«:•*•: 




b 




Q 


: 


td 


tfj 


to 


■ 


• 
• 


I 


-^ 


- 


- 


* 


- 


a 


« 


a 
a 






CO 


• 


t 


• * 


4 


• 


• 


« 
* 


I 


a 


■ 


<o 


- 




a 


Irt 


a a > « > 




OO O 

W 


Id 


i CD 

Si 


CO 
CO 


■ * 








■ 


CO 


CO 

T 


1^ 

a 


eo 

CO 


? 

CT 


CO 

a 

0^ 


00 

c* 


a 

CO 


■-* O ^ O Cl O 

o o r- ^T *-• OO 
« o: f^ C4 M ^ 






=5 


2:« 


. 


« : 


V 


-S 


• 
* 




-*• 


- 


^5 


- 


* 


a 


- 


a 
• 


a _^ a 




22 




' 


^ ; 


- 


■ 


I 


-e 


■ 


--*4 


» 


*« 


■ 


I 


■* 


a 


: -5= : •** : 








I 


-^ 


■ o 


. 


I 


hO 


• 


a 


a 


-^ 


• 


a 


a 


I 


CO 






; 


• 




• 


\ 


1 


4 
* 


I 


i 


a 


a 


CO 




\ 


a 


1/5 ^ • ^P » CO 




O CO 

m — 

■ 






it; 

■ 


-*• 


1^ 

a: 

CO 




' ^ 

»* 

« 


DO 


*-- 

c 

CO 




o 

CI 


00 


CO 
CI 


CO 
C4 


CO 
CI 


CI 

c^ 


o e-- r^ CN 

o 00 r* ro 

c* ^ « ^ 




.5 ^ tfl "5 


l-B 


- 


* 
• 


a 
I 


* 


I 
I 
■ 


* 


a 
a 


a 
a 
a 


■* 


a 


; 


a 
a 
a 


a 
a 
a 


all 

*4« - - - 

a ' • 




S : 


■ 


* : 


• 


•* 




•* 


a 
■ 


« 


m 
m 
a 


a 
• 


• 


■« 


a 
a 


a 
• 


a a a 








o 


lO 


* I 


o 


V 


■ 


I 


-* 


a 


a 


a 


a 


I 


CO 


a 
a 


» a ' a 

a a a a 




* 


■ 
- 


■ « 


* 


I 
- 


V 


I 


» 


t 


o 


a 


o 


I 


a 


^ 


a I 

. -^P CO 




O 00 
CO o 

• CO 

■ 

E a 

.1 K 


Its 


ST" 






f4 




GO 

<o 


00 

Ip 


CO 
C4 




LO 


00 

a 


a 
r4 


OS 

O 

- 


*-* 

to 

a 


1-1 


CO CO cs 
irt d o 

' > a 

1^ rH 








■ 


i ■* 


> 


1 


^ 


^ 


\ 


■« 


> 


m 


-^^ 


i 


I 


a 


■ a * 

• a I 






• 


« 


* 


HE 


r 


• 
• 


-^ 


a 


^ 


• 


a 


; 


a 
a 


-^# 


a a a 
a V ■ 




lOkOO 




n 


* 


O 


T T 

* • 




4 


*.0 


A 


■ 


^ 


■ 
a 


• 
a 


• 
a 


a 
a 


CO 


> 
a 


a a 1 
a a 1 




cQ 


■ 


* 
* 
> 


i V 
1 ■ 


• 




• 


> 


a 


• 


■ 
a 


^O 


■ 
■ 




a 


1 


lO ^ CO 




Diam. 500' 
Area '1063' 




s2 


to 
o 

C4 


O^ CO 
OO OO 

^4 v4 


CI 




OS 
CO 


CO 


CI 
•-• 


1— 1 




CO 

o 


CO 

a 


CI 


UO 




11 *.i 1 I- -"C «.= f 

i:if 5 m 

«■? r^^Zi, arc 32 




||i 

Pit- 






cm 


■ ■ 


* 


4 


H# 


I 


4 


V 


a 


a 


■ 


a 


a 






21 


|.-= 


> 


1 




•* 


• 
• 




'4« 


_ 


a 


a 


a 


, 


> 










Q 




CO 




m 


* 




^ 


• 

a 


w 


a 


CO 


a 


a 


■ 






10 


• 


• 
■ 
• 


• • 

• * 


• 
• 


* 
• 


* 
• 


* 


> 


CO 




1 


Irt 


■* 


CO 










1- 


v*4 


to ro 
O 9 


■ 






to 
9 


9 


00 


LO 


-T 


CO 
CO 














a 


• 


• 


• 


• 
• 
* 


• 
• 


a 
a 
a 


• 
• 


a 
• 
• 


■ 
a 
a 


a 
a 










S ■»? 


■ 


• • 


• 


-«• 


• 

a 
■ 


• 

a 
• 


a 
■ 
a 


a 


a 


« 


a 
a 










PMC 




a 


* 
• 


o 


4 


o 


4 
* 


^ 


• 
• 


1 
a 


CO 


a 
• 


; 


a 










cr 


• 


* 


■ 


V 


« 


■ 


o 


uO 


' 


m 


^ 


fO 











208 



A' 



Grip. 



lo*. 
i 
f 

i 

1 - 

li 
U 
11 
li 
IS 

u 
li 

2 ... 
2i 
2i 
21 

Zk 
21 
2i 

2S 

3jl 
31 
31 

31 
31 
3i 



4 . 



41 

41 

4J 



4i 

42 



I 



LENGTHS OF RIVETS 

CORRESPONDING TO VARIOUS GRIPS. 



f- — Grip 1 




3/4dV/32* 



Lengthr" 



Diameter "d," 



r I r ! r r r i i' u' 




■Length 



Diameter "d. 



•• 



*' 



1' ir 



Ins. 

u 

u 
u 

2t 
2i 
2| 

2§ 
2J 
3 

3J 

3i 
3i 

3i 

3J 
4 

4* 



• t 



Id9. 


Ids. 


Ins. 


las. 


li 


1* 


li 


U 


u 


U 


H 




li 


li 


•> 


2i 


2 


2 


2i 


2i i 


2i 


2i 


2i 


n ' 


2i 


2* 


24 


2i 


2i 


2^ 


2jt 


2i 


2|i 


2* 


2i 


2i 


2J 


2i 


'■ii 


3 


' 2? 


3 


3 


3* 


3i 


H 


H 


3i 


1 3i 


H 


31 


31 


31 


H 


3* 


3a 


3J 


31 


3il 


3J 


3J 


n 


3} 


35 


3i 


H 


3J 


4 


4 


4 


4* 


4* 


4* 


4i 


4i 


4i 


H 


4| 


4* 


41 


■>* 


4^ 


4* 


H 


46 


4S 


4S 


4i 


... 


4i 


4i 


4! 


... 


4; 


5 


5 




St 


5^ 


5* 




5i 


5i 


5i 




.,- 


5» 


S| 




• 4* 


^J 


51 




* ■ • 


5* 




* . . 


5J 


5« 




P • * 


4 • • 


6 




k ■ • 


k ■ ■ 


6i 




a f • 


1 « « 


tii 




1 1 ■ 


■ VI 


61 

p * 1 




■ ■ ■ 
« * ^ 


■ > ■ 





Ins. Ins. 



2 

n 

2i 
2S 
2i 

21 

2i 
3 

3i 
3i 
31 
3* 

n 
n 
4 

4J 
4i 

41 
4* 

41 

4i 

5 

H 

H 

5* 

54 
51 
5} 

51 

6* 
6i 
6i 
6* 
6| 
6} 
6} 
7 



2* 

n 

2i 

n 

2J 

3 
:h 

3i 

3a 

31 

3J 

3i 
4 

4i 
4| 
44 
4S 
4i 
4i 
5 

54 
5i 

54 

5! 

5* 

5J 
6 

H 

H 

Gi 

6i 
Gf 

7 



Ins, 

H 
i| 
U 
If 
U 

2 

2i 

2| 

2i 

2| 
2J 
3 

3i 

3J 

31 
3i 

3i 



Grip 



Ins. 


las. ' I 


0$. 


iM-: 


Ins. 


Ins. 


li 


li 


li 


U 


u 


IS 


H 


li 


li 


U 


u 


u 


li 


li ' 


li 


14 


IS 


u 


H 


n 


If 


M 


li 


u 


n 


li 


li 


U 


li 


lA 


2 


2 


2 


2 


2 


2 


2i 


2* • 


21 


2i 


24 


2S 


2i 


2i ■ 


ii 


2i 


24 


24 


24 


2i • 


i» 


21 


2)1 


n 


n 


2* 


if 


2* 


2* 


2i! 


2i 


21 


^S 


2ft 


n 


2i 


2i 


2i 


4 


2i 


•17 

-i 


n 


3* 


3 


i 


3 


3 


3 


3i 


3i 


H 


3i 


34 


3i 


3t 


3i 


a 


3i 


H 


31 


3i 


3i 


H 


3il 


■H 


:i^ 


3i 


3| 


H 


3* 


;ii 


.-ij 


35 


3i 


ii 


3i 


3S 


;is 


4 


H 


tj 


3i 


:ii 


;(5 


4i 


4i 


4 


4 


1 


4 


4* 


4i 


H 


-14 


■U 


4S 




4j 


U 


41 


-li 


■11 




44 


li 


4i 


48 


4 3 




41 


n 


44 


44 


14 




4i 


u 


4} 


4ii 


4il 






u 


4i 


4i 


li 




111 


5 


5 


f> 


5 




Via 


H 


54 


54 


54 




I • * 


H 


H 


5i 


51 




• 1 ■ 


r V 


5» 


5i 


51^ 




■ ■ ■ 


, t 


5i 


5i 


54 




> ■ > 


9 • 


H 


5i 


51 




■ - • 


■ I 


5i 


5i 


H 




• ■ « 


t ' 


■ • • 


6 


H 


... 


I P > 


■ » 


* ■ ■ 


H 


6 






1 ■ 


« I * 


6i 


61 








• - > 


6i 


H 



i 
f 

1 



14 
11 
li 
14 
11 
li 

• ■ « 

24 
24 

2i 

Si 

2^ 
2i 

2J 

34 
3i 

3J 

34 
3S 

3i 

34 

44 
4i 
4J 
4A 
4; 
4J 



I us. 



a 


Q. 


0. 


a 


& 


a 


a 


a 


a 


& 


Ck 


& 


P. 


0. 


■& 


^ 


■s, 


■fe 


E^ 


U 


^ 


■& 


■£ 


00 


z 






■& 


« 


«^ 


w^ 


r* 


lA 


-3 


^^ 





c- 


. 


t-~ 


tfl 


01 


^* 


09 


M 


04 


■-4 


r4 


•^ 


*^ 


A 


e^ 


1^4 


*-l 


■-( 


•-4 


r 


+ 






+ 


<-* 






+ 




■1 






+ 


*-* 


h- 


s 


2 


tm 


'^ 


tA 





^ 


« 


« 


1- 


<p4 


40 





w 


Ot 





D4 


CO 


■^ 


^ 


^ 


4a 


tf» 


« 


« 


t" 








p4 


1-4 


p4 


^N 


■ 








• 


■ 





I 

IS 



DA 

3 



O 

h 



Tbc tabulated lengths arc for tiydiaulJc riveting. For pntum^tic and baod rivctiog, deduct 1/d' and 1/4* rcspectlvclyi 

Tb« forraulv provide for heads of the dimensions sbrwn and for the bole bcitJS c' a diameter 1/16' greater than the 
■hank, U^Kx ncglcttcd- 



Conc*et# 







It 



•209 



Uatn. 
tables 



Code. 



h 



i 





WEIGHTS OF 








^ 




STEEL RIVETS. 


( 1 




nJ ! 




Length 






Weight of one rivcU 


in poundi. 






{Inches . 


r 


r 


V 


r 


i* 


1- ' w 




I 


■0521 


■1000 




« • » 


1 


• * ' ■• ' 




n - 


•0560 


■1070 


m t M 


* * • 


1 

1 ••• 


•• ■ •*• 




ij 


-0599 


-1139 


V - * 


« ■ ■ 


■ •• 


«• a *« « 




u 


■0638 


■1209 


■2006 ' ■3061 


1 

1 


• ■ ■ wm U 




H 


-0GT7 


■1278 


2115 , 3218 


* • • 


«■ ■ ft* a 




11 


-0716 


■1348 


■2224 ' 3374 


■ 1 1 


« - ■ a > a 




11 


•0755 


•1418 


■2332 -3531 


■ ■ ■ 


■ » * * - - 




li ... 


-0794 


■1487 


■2441 -3687 


■5255 


■7171 ^9469 




^ ' ■ ■ *>4 


■0K34 


■1557 


■2530 -3843 


■5467 


■7450 -9821 




2i ... 


-0K73 


■1626 


■2G58 -4000 


■5680 


•7728 10173 




21 


•0912 


■1696 


■2767 -4156 


1 -5893 


•8006 i 10525 




2) ... 


•0951 


■1765 


■2875 


■4313 


■61O0 


•8284 


1-0877 




H 


■099O 


■1R35 


■2984 


•4469 


■6319 


-8562 


1-1229 




2i ... 


• 1029 


■1904 


■3093 ^GSG 


-6532 


8840 


11581 




21 


•1069 


■1974 


■3201 4782 


•6745 


■9119 


11933 




2J ... 


-1108 


■2043 


■3310 -4939 


• 6958 


•9397 


1 • 2285 




*3 ' ■ ' ••■ 


•1147 


■2113 


- 34 1 9 - 5095 


-7171 


•9675 


12637 




3i ... 


-1186 


■2183 


■3527 1 5252 


•7384 


•9953 


1-2989 




3J 


•1225 


■2252 


■3636 ' 5408 


•7597 


1-0231 


1 3341 




31 


-1264 


■2322 


3745 -5565 


•7810 


1 -OSOD 


1 3693 




31 


•1303 


■2391 


•3853 ■5721 


•8023 


1 -0788 


1-4045 




31 


■ > F 


■2461 


■ 3962 - 5878 


•8236 


I 1066 


I 4397 




31 


It* 


•2530 


•4071 -6034 


•8449 


Il3-t4 


1-4750 




61 ... 


■ ■ • 


■260(1 


■4179 -6190 


8662 


I -1622 I 5102 




^ * > p •• * 


... 


-2669 


4288 -6347 


■8875 


I •1900 15454 




4i ... 


■ ■ • 


~ « > • 


■ 4397 6503 


■9088 


P2178 1-5806 




4J 


. ■ 1 


1 ' . 


■4505 -6660 


-9301 


1-2457 16158 




41 


A ■ • 


■" 


■4614 6816 


-»614 


I^2735 1-6510 




4i 


■ ■ » 


1 • * 


■4723 -6973 


■9727 


1-3013 1-6862 




4( 


• • • 


■ ■ • 


■7129 


•9940 


1 329! 1 7214 




*i 


■ • * 


■ * ■ 


7286 


1 0153 


1 - 3569 1 - 7566 




41 


* ■ * 


t • • 


■7442 


1 0366 


1-3847 1 7918 






• I « 




■7599 


1 0^79 


1-4126 1 8270 




5J ... 


• • ■ 


4 m w 


' ' • 


• ■ A 


1 0792 


1-4404 1-8622 




H 


I ■ < 


« « 4 


■ • ■ 


• a a 


11005 


14r>H2 1 8074 




51 ... 


f * * 


A ■ ■ 


■ a« 


m w m 


1-1218 


1-4960 1 9326 




.. ^* 


■ « • 


a » I 


• ■» 


• 4 . 


1-1431 


1-5338 1-9678 




5t 


■■ • 


• •• 


» . I 


• r ■ 


... 


1-551G 2 0030 




5| 


• • t 


■ «« 


• . • 


■ ■ ■ 


« • . 


1-5795 2 0382 




5| 


■ • I 


• 4- 


*' « 


( ■ « 


*- a 


1-6073 2 0734 






■ • « 


• a a 


*a • 


f f > 


• •a 


1-6351 ; 2 H*6 






Lb 


Lb. 


Lb. Lb. 


Lt»- 


Lb. 


Lb. 




1' of Shank 


-0039 


■0070 


■01U9 0136 


0213 


-0278 


•0352 




r of Shank 


-0313 


•0S56 


-0869 -1252 


•1704 


-2225 


2816 




1 Ktvet Head 


-020S 


•0444 


-0811 -1340 


3060 


•2999 


4188 




C'sk, deduct 


•0168 


0348 


0624 1017 


-1546 


■2233 


■3097 




Weights in t 


lis table ar 


e for CDp-b4 


saded rivets with cylin 


drical shanki 


; for dimeBtfoos of 




hcuU, see pa 


Bc209. 












Countersunk 


heads are ht 


^r«in taken . 


u having a Uper of 60* 


, and a depU 


1 half the dtuneter. 




The lengths c 
overall. 


t Cup Head 


Rivets arc 


measured from undej t 


tad to pcmt 


; couDterfcunk nvcts 





210 




a 

H 

< 

a 



B 



10 

9 
8 



7i 

7 

6j 

6 

6i 

5 

4i 
4 

3j 



23 
2 

u 



STANDARDS FOR RIVET SPACING. 




J-Bi 







^ikj 



^ 



r-B-1 



a ' b ■ d 



4=^ 



^ 



•T-B-i 



a I b 



-5*4^^ 




r-B-H 



,a^ 



f 



r-B— * 



3i 

31 
3 

21 

2i 

2i 
2 

IJ 
11 
li 

li 

'A 
I 



i 



i 

ft 

i 



3i 

31 

3 

2| 

•M 
24 

ti 



i 
i 



I 

3|' 

3 

2i 



21 
21" i 

li , * 



1 
1 

i 

I 

I 

i 



4 
11 
li 

li 



i" 



i 



I 



V 



3i 
31 
3 



2i 
2i 

2 
2 
2 

u 
IJ 



4 

31 

3 



2t 

21 

2i 
li 

U 
1 



1 
1 

i 
I 

I' 



3} 
31 



3 3 






4 

3i 



1 , I 



28 S J 
2i 2^ i i 



2i 
2i 

2i 

2i 



2i 
2 

11 

u 



i 

i* 



i 
i 

i 

4 



2i 25 
2 ,2J 
2 21 



2 
2 



i 
i 

i 



ij 1* 



U 



I 



21 
2A 



2i 
2S 



I 

i 



2 



2i -1 i i 



21 
21 



ij 3 



a 



i 



i 



I = 



."Maximum diameter of riv<;t. 
Maximum thicknc^ (or the adjaceot 
web or flange if the rivets are to be 
macliine-driven in the standard 
positions. 



1- 

< 
Id 
at 

a 



10 
8 
8 

7* 

7 

61 

6 

6i 

5 

4^ 

4 

3i 

3 

2i 

21 
2 

li 
li 



tp = Hand-driven rivets, 
* = Rivets must l>e staggered. 
y = 2^' is usual. 

I = 31' is comtnou both !or i' and 
i* rivets* 



ASSUMED DIMENSIONS AND CLEARANCES. 



Minimum Distance from adjacent Rivet 

" ,. ,. Edge .., 

Diameter of Rivet Head (D) .,. 

Height , (H) ... 

Clearance for Machine Driving .„ 

plus Height of Rivet Head 



Funnula. 



3d 
Ijd 

Hd+r 

Id A- 

iD + l' 

H + iD+1' 



i' 


4' 


11 


U 


A 


1 


H 


I 


A 


ft 


U 


H 


fl 


i& 



f 



n 
u 

1 
tt 



i' 



2i 
11 

u 

H 
{ 

111 



i' 



21 

li 
H 



1' 



3 

u 
ll 

it 

ift 
lU 



The Bfitiih Standard dimensions of rivet heads are: Diameter. I-6(i; hti^hi. Old. For tolerances, 
see B.S,S, 276 (1927). Rivet sizes in odd sixteenths of an inch should be avoided, ii po^ble. 



211 



|l 



Poors, 

Conerel# 




iotrua. 








tables. 



Coat. 



i '°"-> 



RIVET SPACIiNJG. 

The diagrams below, drawn actual size, shew the limiting positions for the cotres 

of adjacent nvct* of var*0u4 diameters. 




i 



li 



It 




.^ 2 c - - = 

^ =: iJ O-r- 



- « J " .^ 

- ° « a = S 

_. ^ «« i^ 






j= i 2 

C o a 

■- i_ ^ 

£5 ■ 
> « 5 

fel- 
ts E 

Co:: 

1^ t- c 



(/^ ^ .- 



C X Ji 

»! o « 
•Z >- s . 



* ° ^ - 




* 



4J c= 



2 C 






B ^ 



u 



> ^ 









O 



:3 



c - s 



■:3 4> :^ ^ 



Is 

^ 4) 

-t:5 



*j . ''■- 



li 









X-t^ V 



CiC 2 









S'2 



= 75 






5 --^ 



« 



^1 



2 «■;= 



^ £ « 
o u •* 

^ O «] 



"5° 









S^:^ 2 c ^ 



y. 






J3 S-S 

> o 5 rt 

b ^ ^ , 



-t =& 



5 j!^ 






EC ^ 




212 



u 



HEXAGON BOLTS AND NUTS. 

BRITISH STANDARD DIMENSIONS. 



For Wciglnts. sec page 214. 



For safe Shearing and Bearing Losids, see pA^e 203, 



Bolt 

Diaid- 

eter. 



Diameter 
at bottom 
of Thread. 



Arta at 

bottom of 

Thread. 



I,oad at 
7i tons 
Stress. 



Number 

of 
Tbreads 
per iach. 



Thickness. 



Head. 



Nut. 



Mai^ Uxiix 



Max. IkliD. 



Width 
across 

Flats, 



Max, Mia. 



Mail- 
mum 
Width 



Corners. 



Bolt 
Diam- 
eter* 



Area at 

l^jottom of 
Thread. 



i 
I 
I 

2 

2 

1 

U 
li 
l| 

u 
II 

u 

8 



Ins. 


Ins.* 


Tons. 




Ins. 


I IIS. 


Ins. 


Il>S. 


•2950 


■0683 


■512 


16 


•35 


■33 


■40 1 -38 


•3933 


■1215 


■911 


12 


■46 


•44 


-52 


■50 


•50S6 


■2032 


152 


11 


■57 


-55 


-65 


■63 


■6219 


■3038 


228 


10 


-68 


■66 


■77 


•75 


•7327 


■4216 


316 


9 


■79 


■77 


-90 


•88 


■8399 


•5540 


415 


8 


•90 


■88 


1-02 


I -00 


•9420 


■6969 


5-23 


7 


101 


•98 


116 


113 


rO670 


■8942 


671 


7 


112 


1'09 


12S 


1-25 


M616 


1-060 


7-95 


6 


1-23 


1-20 


1-41 


1-38 


1 •2866 


1-300 


9-75 


6 


1-34 


1-31 


1-53' 1-50 


f3689 


1-472 


U-04 


5 


1-45 


1-42 


1-66 


163 


r4939 


1-753 


13-15 


5 


156 


153 


1-78 


1-75 


1-7154 


2-311 


17-33 


H 


1-78 


1-75 


2-03 


2-00 



Ins. 
■71 

■92 

110 

1-30 

1-48 

\-67 

P86 

2 05 

2-22 

241 

2-58; 

2-76 

3-15 



Ins. 


Ids, 


hie. 


•69 


•82 


2t 


•90 


I 06 


21 


1-08 


1-27 


2i 


1-28 


1-50 


3 


1-46 


f71 


31 


1-65 


1 93 


31 


1-83 


215 


3} 


2-02 


237 


4 


2-19 


2-56 


4i 


2-38 


278 


5 


2-55 


2-98 


Si 


2-73 


3-19 


6 


3-12 


3-64 


*« « 



Ias.i 

2-925 

3^732 
4-464 
J-450 
6-406 
7-577 
8-673 
10 •OS 
12-91 
16-15 
19-73 
23 65 



The dimensions above are those of British Standard Whitworth Black Bolts and Nuts : 
for further details, including standard sizes of studs, lock nuts and washers, see B.S.S. 23 
(1932). 



LEWIS BOLTS AND NUTS. 

AVERAGE DIMENSIONS AND WEIGHTS. 



ti 



- I 



^fed <g> 



DimcDSiOQS. 



1 



ApproziDiate Weight. 



£adi. 



Per 1* of Round. 



V 


U' 


r 


ir 


1' 


lA 


U' 


W 


U' 


2' 



31 

H 

4" 
5J' 



7r 

lOj' 

12* 

134' 



1} lb. 

2|.. 

3| „ 

4} ,. 
6i „ 



■125 1b. 
•170 „ 
•222 .. 
•282 .. 
•348 .. 




Boors. 



r 



WeltflDf. 



Plat-s. 

Intrtia, 



fcitru. 



•igHi 



213 



■«a( 



M»tft. 
tUlcs. 



Code. 





if. 



WEIGHTS OF HEXAGON BOLTS AND NUTS. 

(For Iron, deduct 2%J 



e=^ 



Length 
(Inches). 



WEIGHT OF ONE BOLT AND NUT. IN LB. 



I' 



*' 



r 



r r 



1*' , H' H- ir I ir ir 



2* 



» 



e 

7 
t 

S 

10 

11 

12 



H 

H 
l| 

u 

Si 
2} 

via 

3i 
3^ 
3} 

i'i 

4i 

• ■ » 

6J 
01 

■ ■ A 

H 

»i 

Hi 



■103 
-106 

-no 

-114 
-118 
■122 
■126 
130 
-134 
-142 
•14« 
'167 
-16fi 
■173 
-18] 
-189 
*]% 
•204 
'212 
-22f> 
*22** 
•230 
■243 
■2S1 
'259 
-275 
-390 
•306 
-322 



'213 
-220 
'227 
•234 
-241 
-246 
-25C 
-261 
-268 
-282 
-296 
•310 
'324 
■331B 
■352 
-366 
-380 
'394 
-408 
421 
-435 
■4-19 
■463 
■477 
-491 
-619 
-547 
-574 



•385 
•396 
•407 
•416 
•429 
-439 
■450 
-472 
-494 
-615 
•637 
■559 
■681 
-602 
-624 
•640 
-6C8 
-689 
'711 
■733 
"65 
-776 
•798 
•641 
■885 
-92S 













1 


■ ■ " 












' - - 












... 










\ 


' I ■ 










1 


-637 












■652 












-BBH 


-flAO 











-684 
-699 
'731 
-762 
•793 
-825 
■856 
-887 
•918 
-950 
-98] 
1-012 
1-044 



076 
106 
137 
169 
200 
263 
326 
388 



P ii 
• •• 



■602 


-972 


1-4S0 


-630 


]-0]£ 1-613 


•658 


l-OSti 1-676 




l-]02 1-C3B 




l-Uli, 1-701 




■ 4 a 


1*763 




> •« 


1B26 




I ■ ■ 


■ a- 




■ ' - 


• ■> 



1010 
103] 
1-074 
1116 
1159 
1-202 
1-244 
1-287 
1-329 
1-372 
1-416 
1-467 
1-600 
1-642 
1-685 
1-627 
1-670 
1-713 
1-798 
1-863 
1-968 
2-0fi3 
2-139 
2-224 

2-3ue 

2-39« 
2-479 
2-564 
2-SM 
2-735 



1-440 
1-496 
1 662 
1-607 
1-663 
1-719 
1-774 



2-008 
2079 
149 

'219 



2 
2 



2 -2 BO 



1 
! 
I 
1 

2 
2 
2 
2 
2 



830 
885 
941 
997 
052 
108 
164 
219 
275 
2 331 
2-442 
2-663 
664 
776 
887 
S98 
109 
221 
3-332 
3'443 
3-664 
3-066 



2 
2 

2 



2 

2 



2 
2 
2 
2 
3 
3 



360 
431 
501 
2-571 
2-642 
712 
783 
2-863 
2-924 
2-994 
3-064 
3 -206 
3-346 
3-487 
'628 
■7C8 
909 
050 
191 
332 
4 73 
613 
754 



3 
3 
3 
4 
4 
4 
4 
4 
4 



■ 4 • 

I - > 

■ • « 

'722 
-809 
-896 
-982 
-0C9 
-156 
243 
■33l> 
-417 
-504 
-59] 
■678 
-766 
-852 
939 
112 
286 
460 
634 
808 
982 
156 
329 
503 
677 
851 






I " of Shank 

1'0-of .• 
Hex. Niil 
Add ivt fiq^ 

and Head 
Add for &q. 



Lb- 


Lb. 


Lb. 


'0313 


-0656 


-(PI169 


'3756 


'6676 


1043 


•030 


-078 


-137 


007 


-015 


-027 


-071 


•167 


•276 


-0]2 


•028 


■OBO 




Lb. 

*2226 

2 6711 

-476 

■098 

•905 

-164 



Lb, 

■2810 

3-38U 

-661 

-138 

1-376 
•257 



2 
2 
2 
2 
3 
3 
3 
3 
3 
3 
3 
3 
3 
3 

a 

4 

4 

4 

4 

4 

4 

5- 

^■ 

5- 
5' 
fl 025 

Lb. 
-3*77 
4-172 
^877 
•186 



-525 
-630 
3-736 
3-841 
046 
-051 
■156 
-261 
-367 
•472 
■577 
-662 
-787 
893 
6-103 
5-313 
5-524 
5-734 
5-944 
6165 
e-365 
6575 
6 786 
6-996 
7-206 
7-417 



3 
3 



3 
4 
4 

4 
4 

4 
4 
4 
4' 
4 






vat 



4 
4 
4 
4 
5 
5 
5 
5 
5 



-647 
•672 
■797 
-923 
■048 
173 
-298 
■423 
^548 
5674 
6-799 
5924 
6-049 
6-299 
6-560 
6-800 
7 050 
7-301 
7-551 
7-801 
B-052 
8-302 
8'552 
8-803 
0-053 



5-656 
5^803 
5-060 
6-097 
6-244 
6'391 
6-538 
6-683 
6-832 
6-070 
7125 
7-272 
7-566 
7-860 
8-164 
8-448 
8-741 
9-035 
9-320 
9-623 
9-917 
10'210 
10'504 
10-798 



6-992 



7 
7 
7 

7 
7 



-162 
-333 
-603 
■674 
-844 

e-ou 

8-185 

8-355 

6-626 

8-696 

9-037 

9-377 

9-718 

10-059 

10-400 

tO-740 

M-Oftl 

11-422 

) 1-763 

12-103 

12-444 

12-786 



Lb. 

-4207 
5 049 
1-124 
■241 



'347 I -449 



Lb 


Lb. 


Lb. 


■6007 


■6876 


■6815 ! 


6-U08 


7'061 


8-178 


1-428 


i-772 


2^15l 


-309 


•385 


■4 73 , 

1 


3046 


3-747 


«*«07 


•677 


.718 


•883 



10-426 

]0-648 

lU-871 

11^093 

ll'3t6 

1 1 -538 

11-761 

n-083 

12-206 

12-651 

13-096 

13-541 

13-986 

14-431 

14-876 

15-321 

15-766 

16-211 

16656 

17-101 

1 1 -54 7 

Lb, 

■8901 
10-681 
3 195 
•704 

fl'865 

1-316 



The length is measure (rom under fa«fid to point, bs id sketch above. 

The nxights given for " nut and bead " allow /or Kxcwing the shank lor a length of two diameters. 

The wdphts arc calculated for the mean of the dimeuflions tabulated oppodtc. 

Th^ chamfer anple for the nut and head has been Udtcn && 30= wiih the face, the interior diameter of 
the chamfer circle being equal to the width across tbc 6at&. 









i-i* 

1-1 /I 

14.* 
1-1,1 

in 

lit 

I 

HB 

MB 

Ht 
l!< 

t 

H4 

Hi 

t 

(14 

Hi 
I 

n: 

Ht 
I 



21« 











RIVETS AND BOLTS. 


















PITCH MULTIPLICATION TABLE. 


















Rc&uTU given in 


feel and mchcs- 












PUci. 


2 


8 


i 


5 


6 


7 


6 


9 


10 


20 


30 




tins.) 


























M/fl 


- 2i 


- 3i 


0-41 


0-5) 


- 6J 


- 7i 


0-9 


-lOi 


-Hi 


1 -101 


2 - W| 




l'i/4 


- 2i 


0-31 


0-5 


- 6t 


0-71 


0-61 


-10 


-HJ 


1 - 01 


£ - 1 


3 - 1» 




1-3/8 


- 2J 


0-4i 


0-51 


- 6j 


0-61 


- y| 


-11 


1 - 01 


I - 1! 


2-31 


3-51 




M/2 


0-3 


0-4) 


0-6 


- 7J 


0-9 


-101 


I - 


1 - li 


1 - 3 


2-6 


3-11 




1-5/6 


- 3i 


0-4i 


0-61 


0-6) 


- 9i 


-11 


1 - 1 


1 "2| 


1 - 4i 


2- 61 


4 - 0| 




1-3/4 


0-31 


0-51 


0-7 


0-61 


-lOJ 


1 -01 


1 _ o 


1 - 3i 


1 - 5i 


2 -11 


4-41 




1-7/8 


' 3i 


0-51 


0- Ti 


- 9i 


-Hi 


1 - n 


1 - 3 


1 -4J 


1 - 61 


3 - U 


4 -8i 




S 


0-4 


0-6 


0-8 


-10 


1 - 


1 - 2 


1 - 4 


I - 6 


1-8 


3-4 


5-0 




frl/8 


- 4i 


0-61 


0-84 


n -loi 


1 - Oi 


1 - 2i 


1 — 5 


I - 71 


I - 91 


3-61 


5 - 3| 




8-1/4 


- 4i 


0-61 


- « 


-11) 


1 - U 


I - 31 


1 - 6 


1 -81 


1 -101 


3 - *t 


^-,:* 




8-3/8 


- 4i 


0-71 


0-01 


-jii 


1 - 2t 


1 - 41 


1 - 7 


1 - 9i 


I -111 


3 -111 


5 -lit 




t-1/2 


0-5 


0-71 


-10 


1 -01 


1 - 3 


1 - Si 


1 - 8 


1 ^101 


2 - 1 


4-2 


6-3 




J-5/8 


- 5i 


0-7i 


-101 


1 - i» 


1 - 31 


1 - C| 


1 - 


1 -HI 


li - 21 


4 - 4i 


6 - CI 




e-3 '4 


- St 


0-81 


-11 


1 - 1} 


1 - 41 


1 - 71 


1 -10 


2 - OJ 


2 - :\l 


4-7 


6 -101 




S'T/ft 


- 5J 


0-8) 


-Hi 


I - 21 


1 - 51 


1 - H 


1 -11 


2 - li 


2-41 


4 - 9i 


7 - 21 




s 


0-6 


0-0 


1 - 


1 - 3 


1 - 6 


1-9 


2-0 


2-3 


2-6 


5-0 


7-6 




8-1/8 


- fll 


- oi 


1 - Oi 


1 - 3E 


1 - H 


1 - 91 


2 - 1 


2-41 


2-71 


5 - 21 


7 - H 




8-1/4 


- tl 


- Oi 


1 - 1 


1 -41 


I - n 


1 -10) 


2-2 


2- &J 


2-81 


5-5 


8 - U 




a-3/8 


0-6} 


-101 


1 -u 


1 -4i 


1 - 81 


1 -111 


2 - a 


2 - 6i 


2 - 9| 


6-71 


8 - &i 




8-1/2 


0-7 


-101 


1 _ l> 


1 - 5) 


1 - 


2-01 


2-4 


2-71 


2 -H 


& -10 


8-9 




8-3/4 


- 7i 


-Ui 


1 - 3 


1 - fii 


1 -101 


2-21 


2-6 


2 - Oi 


;t - 11 


6-3 


9 - 41 




4 


- fi 


1 - 


1 - -4 


1-6 


2-0 


2-1 


2 - fi 


3-0 


3-4 


6-8 


10-0 




4-1/4 


- Bi 


1 - Oi 


1 - a 


1 -s>i 


2-1* 


2- 5J 


2 -10 


3-21 


3-61 


7 - 1 


10 - :i 




4-1/2 


- B 


1 - 11 


1 - 6 


1 -101 


2-3 


2-71 


3-0 


3-*l 


3-9 


7-6 


u - 3 




4^3 4 


0-91 


1 - 2i 


1—7 


1 -Hi 


2 - 4i 


2 - 9i 


3-2 


3 - 8J 


3 -111 


7 -11 


11 -101 




5 


-10 


1 - 3 


1 - 8 


2 - 1 


2-6 


2 -11 


3-4 


3 - 9 


4-2 


6-4 


12-6 




6-1 4 


-lOi 


1 - 3i 


1 - 9 


2-21 


2 - 71 


3 - Oi 


3-6 


a -Hi 


4-41 


e - 9 


13 - U 




6 1 2 


-11 


I - 41 


1 -10 


2-31 


2-9 


3-21 


3 - H 


4 - U 


4-7 


0-2 


13-9 




fr3/4 


-m 


1 - 5i 


1 -11 


2 - 4J 


2 -101 


3 - 4i 


3 -10 


4 - 31 


4-1*1 


9-7 


14 ^ 41 




B 


1-0 


1-6 


2-0 


2-6 


3-0 


3-6 


4-0 


4-6 


5-0 


10-0 


15-0 































« 



A 



I 



Roofs, I 



Cone 




Inertia. 







Boafiui 




215 



Uatrp. 
tables. 



Index, 
Cod«. 



m-^ 



II 



» 



^ 



* 

FILLET RADII ETC., 












OF ROLLED STEEL BEAMS. 




















1 1 


Britiab 


1 










Broad 
Fla.agF 
Beams 


Fillet 


Flnnge. Web. 

1 


Broad 
Flange 


Finet 


Flange- 


Web. 


SUndard 
JuisU. 


FUIcL 


Toe. 


FlaDKc. 

1 


Web. 




R 


T t 

1 




R 


T 


I 


1 
d X b 


R 


r 


T 


t 




1 Ins. Ins. Ins, 




1 
Ins Ina. I113. 


Ins. 


lu. 


IBM. 


Ins. 


Ids. 




4' DIE -JS -31 ! ■ 


20 15' DIE ' -83 -75 ■ 


43 


3 X IJ 


•25 


-12 


■249 


■16 




4- DiR -38 -67 • 


39 15' DIR -83 1-57 ■ 


91 


3X3 


•37 


■18 


•332 


-20 




5' DIE -38 -31 • 


20 16' DIE -83 -79 ■ 


43 


4 X 1| 


■27 


•13 


•239 


-17 




5' DIR -38 -67 ■ 


39 16' DIR -83 1-57 ' ■ 


87 


4X3 


•37 


•18 


•347 


■24 




51' DIE -47 -33 • 


22 17' DIB , -83 -83 ■ 


45 


4Jx 1| 


•27 


•13 


•325 


-18 




Si'DiR -47 ' -94 ■ 


63 I7'Dtft -83 1-57 


87 


5X3 


■37 


■18 


•376 


■22 




6- DIE -47 -33 


22 18* DIE -89 -87 


47 


5 X 4| 


•49 


■24 


•513 


■29 




6' DIR -47 -94 ' 


63 18' DIR -89 1-57 


83 


6X3 


•37 


•18 


■377 


■23 




6i'DiE -53 -35 


24 19' DIE -89 -91 


49 


6X4} 


•49 


■24 


•431 


■37 




61' DIR -53 -98 


63 , 19' DIR -89 1-57 


83 


6X5 


•53 


■26 


■520 


-41 




7- DIE -53 -39 




26 


20' DIE -94 -94 


51 


7X4 


•45 


■22 


•387 


■25 




7' DIR -53 -98 




63 


20' DIR ^94 1^57 


83 


8X4 


-45 


-22 


•39S 


•28 




8' DIE -59 -43 




28 


22* DIE -94 -96 


51 


8X5 


•53 


•26 


•575 


•35 




8' DIR -59 1-02 


63 ' 22' DIR '94 


1-57 




83 


8X6 


•61 


•30 


•648 


•35 




8|'DiE -59 1 -45 


29 


24' DIE 1-00 1^02 


55 


9X4 


-45 


•22 


•457 


•30 




SJ'dir -59 1-02 


63 


24' DIR 1-00 


1-57 


83 


9X7 


•69 


•34 


•825 


-40 




9i'i>iE -65 ' -49 




1 

31 26' DIE 100 


102 




55 


10 X 4} 


■49 


•24 


■505 


-30 




QJ'dir -65 1-10 




67 26* DIR 1-00 ' 1-57 




83 


10 X 5 


•53 


•26 


•552 


-36 




10" DIE -65 -51 


31 28' DIE 1-06 1-10 


59 


10 X 6 


•61 


•30 


■709 


■36 




10" Difi -(15 1-18 


71 28' DIR 1 1-06 1-57 


83 


10 X 8 


•77 


•38 


■783 


-40 




lOJ' DIE -65 -51 


31 30' DIE 1-06 MO I 


59 


12 X 5 


•53 


•26 


■550 


•35 




lOJ'DiR -65 1-26 


79 30' DIR 1 1-06 I"57 




83 


12 X 6 


•6! 


•30 


•717 


•40 




11- DIE -71 -53 


32 32' DIE 106 M8 1 


63 


12 X 6 


•61 


■30 


•883 


■50 




11' DIR -71 1-38 

1 


83 32' DIR 


1 1-06 \-i7 1 


83 


12 X 8 


•77 


■38 


•904 


•43 




12' DIE -71 -57 


•34 34' DIE 112 1-26 


67 


13 X 5 


■53 


•26 


•604 


35 




Ti' DiH -71 1-50 


•91 34' DIR 112 1^57 


83 


14 X 6 


■61 


•30 


•698 


•40 




12j* DIE -77 -63 : 


•37 1 36' DIE 1-12 1-20 


67 


14 X 6 


•61 


•30 


•873 


•50 




12J' DIR -77 1-57 ' 


■91 36' DIR 1-12 , 1^57 


83 


14 X 8 


■77 


•38 


■920 


•46 




13}- DIE -77 -67 


•39 38' DIE 1 M2 


1-26 


•67 


15 X 5 


•53 


•26 


■647 


•42 




133' DIR -77 1-57 




•91 38' DIR 1-12 ' 1-57 


-83 


15 X 6 


•61 


•30 


•655 


■38 




14' DIE -83 '71 




•41 40' DIE M2 , 1-26 


•67 


16 X 6 


•61 


•30 


■726 


■40 




14* DIR -83 1-57 


■91 1 40* DIR i M2 1-57 


•83 


16 X 6 

]6 X 8 
]8 X 6 


•61 

•77 
•61 


■30 

•38 
•30 


■847 

■938 
•757 


■5.5 

■48 
■42 








V iJ-. 






1 ^ 




^f 


- — » ' 




R 


R-^ 




18 X 7 


•69 


•34 


•928 


•55 






• t 


-t 


18 X 8 


•77 


•38 


•950 


•50 








p j^ 


20 X 6} 


•65 


•32 


•820 


45 






J 


»T 


^y 


aT 


20 X 7i 
22 X 7 


•73 

•69 


•36 
■34 


101 
■834 


60 

■50 




C 


H 


"^ r 






■21 < 71 


•73 


■36 


I'OI 


■57 




In the abovo table, all standard scctioDS of Broad Fla 


n;c Beams an 


! listed 


but 


ddIv tb« 


ir 




DIE (minimuTn) and DIR fmaximum) weights. In all ca-m; 


^Iht fillet radt 


111 is 1: 


] tinn 


;s the VK 


b 




thickness of the DIN (medium) weipht. 














The flanges o( British Standard Joists have a ta^ 


»(rr of 98', n 


amelj- 


1: 


7 appro 


K. 




B. F. Beams, Grey Process, have no flange tapci. 















216 



I 



ROOFS 



Diagram of wind loads 
Weights of roofing materials 

Stress diagrams 

Galvanised corrugated sheets 
Sundry fittings 



Gutters 



Page 

21S 
219 

220-221 
222 
223 
224 



y 



G 



COIMCRETE 



JoUU in concrete 

Composite beams (formulae) 



*« * 



• > • 



■ ■ > 



Resistance Moments of reinforced concrete beams (chart) ... 



Page 

225-229 
227 
230 



217 



RQOfS. I 1 

Conciela 




Ptalps, 
Inertia, 








tablet. 



HI ' 



ii 



if 



I 



WIND LOADS ON ROOFS 

OR OTHER SLOPING SURFACES, 



1^ 



30 







^ 



U 

t 






Lbs. 



Per 



Square 



Foot 



The above diagram gives the normal component on a sloping surface, due to a horizoa^al 
wind pressure of 30 lb. per square foot reduced in accordance with Duchemin's formula : — 

Normal Pressure — Horizontal Pressure x 2 Sin a ^ {I + Sin* a) where Sin a is 
the ratio of rise to length of slope. 

The vertical and horizontal components of thJa normal pressure can be scaled from 
the diagram. 

The pressure in lb- per Square foot = Square of Wind Wlocity in miles per hour^ 
approx. X 0032. 




218 



WEIGHTS OF ROOFING MATERIALS. 



3f3tcTial. 



f,b. per 



Asbestos-cement sheets : 

Corrugated, J' thick, with laps „ 
Flat, butted joints, ^ thick 

Asphalt, per I' thick 

Bituminous Felt : 

Single-ply, without lap 

Two-ply 
Three-ply 






Boarding, per 1' actual 
Copper sheeting, 24 gauge ... 

Glass, without laps. J' thick 
Glazing Bars, sheathed steel 
Purlins 

Insulating Pulp board, J' thick 



3i 

II to 12 



i 

2J to 3 

u 

3 

U to21 
2 

StoJ 



Material. 



I,b, per 
sq. ft. 



Lead Sheeting. ^,,* thick 

,, with lap and rolls ... 

Plaster ceiling, per K thick 

„ Lathing for 

Pl\■^vood. per J' thick 

Slates, 3' lap, with nails 

„ Wood purlins for 

Snow. Allowance for 

Steel, corrugated sheet, 18 gauge .„ 
Purlins for 

Tiles, Pan 

f^iain >■■ *■» ■■■ ■** 

Zinc sheeting. 0-04' thick 



7 
9 

9 to 12 



I 

2i 



2* 

11 



7S to 10 
12^ to 18 

1| 



The above are the rough estimated weights per square foot of roof surface, t^ . measured on 
the slope if sloping. For wind loads, see page 218, For weights of various other 
substances, see pages 306-307, 



WEIGHT OF TRUSS. This will usually not exceed I lb. per square foot of actual roof 
surface for each lO feet of span, i.e., 3 lb, per square foot for a 30' 0' spaa, and so on. The 
assumed weight should be verified after design. 

flOOF DRAINAGE. British practice is to place down pipes at centres not greater than 20 feet, 
and to provide an internal area not less than I square inch per 60 square feet of surface drained. 

Gutters should have a width not less than twice the internal diameter of the down pipes 
and a fall of about ^\' in n feet, where n is the gutter width in inches. For pressed steel 
gutters, see page 224, 

ANGLES AND TEES, For their weights per foot, and for the &afe loads of angles as struts, see 
separate chapter hereon, pages 191-205. 



<4 



VfcltiCnt 




IK 

Wat ft, 
table*. 




Index, 
Co4t/ 



Jl 



219 



-tHHi 



ftKh 



<l 



li 



f 



STANDARD TYPES OF ROOF TRUSSES. 

TABLE OF COEFFICIENTS FOR STRESSES AND LENGTHS. 



TYPE. 

(Diagrams shew half spans.) 



M 



220 







I 



Riic^l/'SSpan. 



Stresses^ ^ 

Dead' Wind' ^ 
I^ad Load 



Rise =30'- 


Ri£e=l/4SpaA, 


to 


Stresses- 


5 


Load l/)ad 


Dead 
Load 


Wind 
Load 



EUse= 1/5 spaa 



Stresses, 



Dead' Wind 
Load, Load' 






R, 



R, 



S, 



T, 



T. 



R3 



Sx 



T4 



-79 
'66 
■6G 
•41 ! 

•27 ; 

■21 



72 


•300 


■91 1 -91 


■289 


72 !-300 


•79 ' -91 


289 


74 -340 


■79 1 •92J-3I5 


19 i'322 


■49 ■28|-371 


55 ,'340 


•33 '65 


■315 


50 160 


•22 -50 '130 

i i 



rOl 108 -280 

•90 1-08 •280 
■9: r08|-300 
•56 •37;-400 



37 

'22 



•72 ■300 
■50 -112 

I 

I 



123 



270 



1-42 

1-14 1-42 -270 

M5 r42 -282 

■69 -55 440 



'47 
■23 



■88 -282 
•50 i086 



■88 


■87 


■200 


!■ 


■70 


■67 


■200 




•70 


■87 


■200 




■74 


■92 


■340 




•41 


-19 


322 




•34 


■74 


340 




■16 


■39 


188 





01 1-I0'-193 


r 


82 •85,193 


1 


84 1-10 193 


■ 


88 


1-12 -315 


1 


49 


-28 


■371 


■ 


42 


-85 


■315 


* 


18 


•42 


•161 


f 



12 I-28'-186 
92 101 186 
98 128 186 



01 P30 
56 ■S? 



'47 
20 



94 
■43 



■300 
■400 
■300 
-145 



1-37 res 180 
l-15;l-33 ISO 
1-24 1-68 180 
1-27 1-G9-2&-2 
69 -55 436 
1*15 -282 
■48 '126 



•60 

■22 



■84 

■73 
■50 
■70 
■56 
■12 
■39 
•14 
■21 


■82 200 
■77 -200 
■57 -200 
■87 -251 
■53 251 
■30 222 
■44 -302 
•34 126 
■51 -252 





94 
82 
56 
82 
65 
13 



I -00 193 



•91 
-62 
1^04 
•66 
-29 



■193 
■193 
•251 
■251 
■194 



40 , ^43 255 



15 
22 



•35 *115 
-S2 -230 



Ri - 

Ft, - ~ 

Rs - - 

T, - - , _ _ 

T, _ „ _ _ 






1 






106 


1-21 


•186 










■99 


[■21 


■186 




^^^ 


"'"' 




^ _^ 


■74 


■82 


-166 










•95 


1-23 


■203 










— 


•76 


•81 


■203 




-— — - 








■56 


•37 


■192 




^— — ^^ 






•IB 


-42 -203 




^— \ ^^ 






•26 -54 


'243 


— ■■ 


^— ^— 


— 


— 


— 


•15 •as 


■079 














•22 


■50 


•158 



T, - 



Si ' - - - - - 

s, - , - , - - 



129 1-59 

[•23 ' 1^59 

■94J1-10 

1-20 1^60 

■96 109 

•69 ^54 



-24 
•24 

■15 
■23 



•52 
■63 
•33 

•50 



II8O 
■180 
■180 
190 
•190 
•242 
•190 
■217 
■061 
■121 



Rise of Tie 



l/30thof Spaa I/SOthof Spaa!l/40th of Spu l/50tbo(Span 



For Notet. tee optwiile pace 



STANDARD TYPES OF ROOF TRUSSES. 


TABLE OF COEFFICIENTS FOR STRESSES AND LENGTHS. Continued. 


TYPE. 

(DiagrAms shevv Salf fioans.) 


1 


Rise = 1/3 Spao. 


Rise=30'. 


Risc= 1/1 Span. 


Rise= 1/5 span. 


Stresses. 


s 


Stresses. 


■ 


Stresses. 


3 

00 


StTGStS. 


3 


Dead Wind 
Load I.oad 


Dead Wind 
I.oad I,oad 

1 


i-r 


Dead Wind 
Load Load 




Dead Wiud 8 
Load! Load -' 




Ri 


93 


•95 -150 


108 r21 144 


M8 1-39 140 


1 
144 1-81 !l35 




R, 


'86 


■95 


'150 


[■0i:i-2l ,144 


1-13 


1-39 140 


1'39 P8lh35 




R3 


•79 


•95 -150 


■95 


f21|144 


107 1-39 140 


1-34 


1-8I '135 1 




R* 


■72 


•95 150 


■89.1-21 144 


1-01 ;i-39 140 


130 1^81 -135 




•77 
•66 


1-00 
*74 


■170 
■170 


■94 122 157 
•80 ■92 -IS? 


r06 1-41 150 
■91 1-08 f 150 


1-34 183 141 
1-15 1-41 '141 




T4 


•41 -19 -322 
■27 •56ll70 


'49, '28 
■34! -65 


■371 
■157 


■56 

•37 


•37 

•72 


■400 
■150 


'69 '55 
•47 ■88 


■436 
■141 


\ 


■38 


■82 170 


■47 


■95 


•157 


•52 


1-05 


■150 


■66 ^29 


■141 


Te 


■11 


■27 


■170 


-14 ■SI ,157 


■15 


•33 


•150 


•19 


•41 


■141 




Si 


■10 


•25! 080 


'11 


•25 


■065 


•11 


■25i-056 


■12 


■25 


■043 




s, 


•21 


'50 


■160 


■22 


•50 '130 

1 


•22 


•50 


•112 


■23 -SO. 086 

( 1 


R, 


■88 


•89 


■150 


■99 


1-10 


■144 


109 


127 


•140 


1-31 


1-64 


•135 




Ri 


■76 


•75|150 


•85 


•91 


■144 


■94 


ro5 


■140 


M2 


134 


■135 




R. 


■63 ' -62 '-150 


■71! •73!l44 


•78 


■83 


■140 


■93 104 


•135 




R* 


•51 ; ■&? 150 


•57 -6:^ 144 


■62 


■67 ■140 


■75, -73 •US 


^K%^ 




T. 


•74 


■95 ,■251 


■86, M4 •251 


•98 


1^31 


■250 


1-21 vee ^250 


S2^5^wCx. 




T, 


■63 1 -70 125 


•74 


■86 


•125 


•84 


1-00 


•125 


VOi 1^29 ^125 




\ 


_,V' 


To 


■53 
•06 
■13 


•45 

■15 
■30 


■125 
-150 
■225 


■62 
•06 
■13 


•57 
•15 

■29 


■125 
■128 
•192 


■70 
■06 
•12 


•69 -125 
■14 -113 
■28 ■ 169 


-87 
•06 
•13 
•43 


•92 
■14 
•27 
•45 


■125 
•090 
■135 
■180 


TfTr-"t3- 


' ' r 


■43 '48 -300 


■44 '47 ^256 


•43 •le -225 




s. 


-12 


■28 -142 


■13' ■31!-137 


-15 


•34 ,-135 


•18 


•39 


■131 




s, 


•16 i •38;189 


■17 ■39'-173 


•18 


■41 • 164 


■21 


■45 


•150 




s, 


■21 


■50 


•250 


•22! •SO 

1 


■223 


-23 


■51 [•202 


-25 


■54 


■180 


Rise of Tie r l/30thof Span l/3Uthof Span l/40thof Span I/60thof SpaoJ 


STRESSES. To obtain the stress in a member due to dead load, multiply the total 


dead load 


on tbe 


truss by the tabiilatt!d " dead load " coefficient. 

wind load on on^-half of the truss by the tabulated " wind load *' coefficient. [The normal comp 

can be read from the chart on page 218,] 

The wind coef6dents have been calculated on the assumption that the horizontal components of t 

reactions aie equal. 

Members marked R and S are in compression ; those marked T are in tension. 


of the 
onents 

he end 


LENGTHS. To obtain the length of a member, mult^ly the total span bv the tabulated " length " 
coetbdent^ 


LONDON BUILDINGS AND B S.S. 449. In the L.CC. By-I^ws (1937)^ and B.S.S. 449, the wind 
load to be provided for is 15 lb. per square foot on the windward side and 10 lb- suction on the 
leeward side. The foregoing coefficients can readily be adapted to these conditions. 



If 



w»id 




M»tft. 



221 





GALVANISED CORRUGATED SHEETS. 




^fll 



NOTES. 

1. Gauge, The thickness is generally expressed in Birmingham gauge, and is understood 
to refer to the thickness before galvanising. The thicknesses obtainable range from 12 to 
30 B,G. The thickness most commonly used is 24 E.G. ; but for first-class roofwork 18 and 
20 B-G. are commonly specified. 

2. Stocks. The sheets most commonly stocked are of lengths 5, 6, 7, 8, 9 and 10 ft, : width 
8/3' corrugations ; thicknesses 20, 22, 24 and 26 B,G. 

3. Corrugations. The commonest pitch {c in above sketch) is 3' and the depth usually 
one-fourth of this ; 16 and 18 B.G. sheets are usually made with 5' corrugations ; 4" and other 
corrugations are also made. For corrugations of the proportions sheun in the sketch, the 
area of the sheet before corrugation is 1 ■ 16 times the area covered, 

4* Spelter. In first-class ^vork the amount of zinc called ioi is usually 2} oz. minimum 
per sq. ft. There are also chemical tests. 

6- Strength, \\ ilh the configuration shewn, the section modulus for 1 complete corrugation 
is '077 c'/, where t is the thickness in inches and c is the length of the corrugation. The 
breaking stress may be taken as about 18 to 20 tons per square inch, 

6. Side Overlap. The minimum side overlap (" one corrugation overlap ") is 2'- For one 
complete corrugation overlap (" two corrugations overlap "), it is 5". 

7, End Overlap. In a roof, this should not be less than 6', but in vertical work it may be 3*. 

8< Rivets and Bolts. Rivets will weigh about 3 Ib^ per 100 feet super; hook bolts and 
washers about 4 lb. For details, see opposite page- 
s' Galvanised Fittings. See opposite pa^e. 



I — 



r 

l 

r 



i 



WEIGHTS AND AREAS.— APPROXIMATE. 



Gauge. 
(B.G.) 



No. 



16 
18 
20 
22 
24 
26 
28 



IBS. 



062 
O-l'J 
039 
031 
025 
020 
016 



Corrug.-i 
tions. 



Width. 



U'eigbt per 



Overall. 



Nett 



Sq . 1/atd 



FoolTUD. I lOOsq.rt. 



Sq- yards 
per ton. 



5/5' 
8/3 



■ ■ 
If 



3' 

2' 



2' 0' 

2' (J- 

> r 
f r 
r I 
■ t 



I.b. 


Lb, 


29-5 


6-67 


21-9 


4 -Sli 


17-7 


3 -a;* 


14-8 


3-29 


12-0 


2-67 


9-27 


2-06 


7-51 


1-66 



CwU. 

2-48 
17 
75 
47 
19 
92 
74 



2 
I 
1 
1 





76 
102 
127 
152 
187 
242 
299 



Feet run 
per ton. 



336 

461 
570 
681 
83» 
1087 
1344 



^ 



GAUge. 

I B.C.) 



No. 



18 
20 
22 
24 
26 
2S 



Ina. 



049 

039 
031 
025 
020 
016 



NUMBER OF SHEETS PER TON. — APPROXIMATE. 



ft/S* ComigationB. 



5'0* ■ «'0' 7'0" 8'0 



••0" 



10' 0" 



10/3* Corrugations. 



6'0' ' •'0- 



7-0 



e'O* O'O' 10' 



92 
115 
135 

1G8 
218 
240 



76 

96 

113 

140 

182 
200 



65 

82 

97 

120 

156 
172 



57 

72 

85 

103 

137 

150 



51 
64 
76 
93 
122 



46 

57 

68 

84 

109 



74 
95 

116 
140 
18G 
200 



62 

79 

97 

117 

155 

167 



53 

68 

83 

100 

133 

143 



46 

59 

73 

88 

116 

125 



41 

53 

65 

78 

103 

• a a 



37 
47 
58 
70 
93 



^ 



C»( 



SUNDRY FITTINGS. 



GALVANISED BOLTS, ETC. 



.\pprQX. weights Kalvaai^c4 



Per ST095. 



PCT 100 



(s 



^[i-jjUj 



HOOK 
BOLTS. 



•^' dia. A 31' long 
X 4- 
X 41" 
X 0' 
X 31' 
X 4- 
X 41' 
X 5' 



Jl 
II 



■ i 



■ ■ 

f I 



I6i lb, 

20J 

22? 

2AI 

25 

29 

33 

37 



i I 



■ I 



( f 



13 lb, 

141 .. 

153 .. 

I7i .. 

17i ., 

20i .. 

23 ., 

25| .. 







2Z3 



1 1 



ROOFING 

NAILS. 



1" dia. X 21- long 
.. .. X o 



5 1b. 

6 ,. 



31 lb, 




ROOFING 
SCREWS. 



i' dia. X 21' long 
X 3- ., 



• f 1 1 



5i lb, 



4 lb 
4J .. 




SHEETING 
BOLTS & NUTS. 



1' dia. X r long 

ft II ^ ■♦ M 

r I ■< X 1 J M 



3i lb. 
41 .. 



2 J li>, 

3i .. 

3* „ 



Qg 



SHEETING 
RIVETS. 



■ I M X J I, 

X |- „ 



IF It 



IJ lb. 
2 ., 
21 .. 



li lb. 
11 ,. 



WASHERS FOR 
1/4° BOLTS, ETC. 



Diamond Curved 
Flat Circular 
Limpet 



«i lb. 
2 ., 

n . 



41 lb 

1 



FLAT WASHERS. 




Bolt Diameter. 



Washer Diameter (Ins i 

,, Thickness (Ins.i 

Weig-ht ptT lOfi (Lb.) 



r 



H 

i 

21 



i 

4 



r 



IB 
i 



i' 



i 



r 



21 

ft 



if 



2| 

ft 

171 



li 



28 

ft 

211 



li 



21 

ft 

26 



11 



3* 



BEVEL WASHERS. 




Bolt Diameter. 



Size of Square (iQs.) 
Mean Thickness (Ins.) 
Wei^'ht per 100 (Lb.) 



r 


r 

If 
ft 

H 


r 


u 
ft 

51 


ift 
ft 

lot 



f 



ft 

15 



1 



21 

ft 

19* 



HEXAGON COUPLING BOXES AND STUB ENDS. 



I n^C^^^^^^ I ^ ' 



Diameter. 



Length of Box fins.) 
„ „ £ads (Ins.) 



r 



5 
12 



r 



1' 



12 ' 12 



U 



71 
12 



H' 



8 

12 



w 



12 



H' 



8 

12 



ir 



9 
12 



2' 



9 
12 

223 



I 

I 



i 



WcKlnf. 



^ Prate I. 




i 




»t 



II 



n 



PRESSED STEEL TROUQHINQ AND QUTTER8. 



Tb« loUowiAi urn rfintT .OimftUc 
traagluu Aftd mittort. iuvy ar« r"«^ 
naoHMfinr uDifurm tikrcNictkou f f^'- 
•UUUr to t)*}^ 4 art *1«d rollirf 

tfcwi mrt not i^ ^ ol u 



of tbs GOBBOOW 



H'pM of prmmA vtoel 





10 



16 

V / 



It 



\2 



yj C/ 



A"/ 



t) 




rv iv 




^ "j 







COMMf-K 




Trm ^ 


1. A^a t^Bth-H« 
* 

•- 

jr- -;- t-- Tf. W 
24 .«v. j^ .M'.M' 


i 

■ ■ 




!*'*■ ]>|-<fc _'. f<* 


* Att-llff^*^ , t 



T Vl-Cft I 10 ft. 



. . r 
r 

"I'. 10-. U , 14-, li 



4-u.i 

I 

. i** r I" I 



' • ■* t 




a»Tui ('M-j It. Ukiir* toortnw uuo. 



! >rii,luf.r<j H » (jlatr u^vltMl U. tlu Iju4Umj , 



n« Willi nam rrf 



(tfl, I. 



(•rtiw* 



* '1 






« »LTl 

TV, 






IIh 



i 

s 



'-M 



■f^ 



STEEL BEAMS IN CONCRETE. 



1. TABLES, 

The Tables below will be found useful for determining the appropriate section anJ spacing 
of " filler " joists embedded ia concrete. The procedure is to ascertain the Bending Moment 
from Table A and then to select from Table B one or other of the arrangements wluuh provide 
a corresponding Moment of Resistance.* 



2. EXAMPLE. 

A factor^' floor is to be constructed with concrete and R.S. Joists supported on main 
girders spaced 11 feet apart, centre to centre, to take a superimposed load of IjD tb- per 
square foot. If the thickness of the concrete has not already been determined, the dead 
weight must be provisionally estimated, with due allowance for floor linJsh and ceiling. 
Table C may assist in this. Supposing it to be 74 lb. per square foot, then the total floor 
load will be 150 + 74 = 224 lb, per square foot. 

Takiing the span of the filler joists as equal to the spacing of the main girders, namely 
11 feetf. reference to Table A shews that the corresponding Bending Moment (per foot of 
width) is 18'1 ton-inches. 

Now, turning to Table B we find that we could use 5' X 3' ]o!sts with 1' top cover at 
3' 6' centres, and that there are various other possible arrangements which ^^ill give the 
required moment of resistance — eg., 4J' X 1 J' joists with 2' top cover at 2' 5" centres. 

To accord with the recommendations of British Standard Specification 449 (§ 14), the 
span of the flooring must not exceed the maxima given in Table B, 



3. ALTERNATIVE tOADS. 

The ordinan^ allowance for floor loads may not make adequate provision for concentrated 
or unequal loading. In order to provide for such conditions, British Standard Specification 449 
(5 8a) and the London By-laws (§ 4) prescribe that beams and slabs respectix'ely must be capable 
ofcarrj'ing alternatively (i^., with an otherwise unloaded floor) the superimposed loads tabulated 
in column B on page 280. 

Thus, in the example cited above, each reinforced filler joist (or where the spacing is 3' or 
less, each pair of joists) must be capable of bearing a superimposed distributed load of 2 tons. 
With 5' X 3'joistsof l]'spanat3'6'centTes, thisisequivalentto4,480-h (11 x 3-5) = 117 lb. 
per sq, foot. With 43' joists at 2' 5' centres, a distributed toad of 1 ton per joist (2 tons per pair) 
is equivalent to 85 lb. per sq. ft. In either case, as we have assumed a superimposed load of 
150 lb. per sq, ft., the alternative loading is amply provided for. 

Kegawiing the whole flooring system from main girder to main girder as a " slab/' it 
must be capable of sustaining a superimposed load of | ton (S40 lb.) per foot of width ; and 
we have in fact provided for a superimposed load of 11 x 150 = 1,650 lb, per foot of width. 

• It win t# swti that in Table B the Resistance Moments are calculated lor each joist section f^r a cover of one 
inch and l^*'o inches oi concrete, respectively. The Resistance Moments for the same R.S. Joists with either moie or 
IfSS cover of con^ete caii readily be ascertained by extrapoLitioa, with sufficieat accuracy for practicsU p-urposes ; the 
error wiU be oa the Sale side. 

t If llic main pirdcrs are Broad Flange Beams ifitb 12* flanges, the effective span of the joista can usually be takeo 
a« €' lc£s liutu Xhii :: pacing o-f the tnaia girdera 



825 



II 







Weldtof. 



' Ptaiej. 

Inertia. 
Extru. 




Hea^oPMK 






tebles. 



--■/' 



tr 



Code. 




w 

I! 



"I 



4. MAXIMUM SPACING. 

To avoid excessive tensile stress in the concrete between the joists, the ratio of span to 
depth— i.rf., the ratio of the spacing of the joists to the thickness of the concrete — must uot 
exceed the following unless the concrete between the joists is reinforced (e.g.. by expanded 
metal) or the joists prevented, by tie-rods or otherwise, from spreading : — 
Floor load, per square foot 
Max. ratio of span to depth 



100 

7-6 

to 

10 7 



112 

7 3 

to 
10 1 



150 

6-2 

to 

88 



168 

5-9 

to 

8 3 



200 

5-4 

to 

7 6 



224 

5-1 

to 
7-2 



250 

4'8 

to 

6-8 



280 

4 6 

to 

6 4 



3001b. 

4-4 

to 

6-2 



The foregoing ratios are calculated by the usual formula, treating the concrete slab as a 
beam freely supported at both ends, and correspond to tensUe stresses of 30 and 60 lb per 
square inch respectively. 

For example, if the toul floor load is 200 lb. per foot super and the (total) thickness of 

the concrete is 6 inches, the maximum spacing of the joists for poor unreiaforced concrete 

will be 5 -4 X 6 = 32 -4 inches, say 2' 8'. or for first-class concrete 7-6x6= 45-6 inches, 
5-EV J y , 

N.B.— The British Standard Specification 449 gives a more rough-and-ready solution 
putting the maximum ratio as six times the thickness of the concrete, unless " suitable transverse 
reinforcement " is provided (irrespective of the floor load). 

6. WORKING STRESSES. (For War Emergency stresses, see page 6.) 

Table B is designed to conform with 5 12 of British Standard Specification 449, which 
permits of a working stress in filler joists of » tons per square inch.* Figures to the left of 
the hea\y line are determined, however, by the safe compressive stress in the concrete {taken 
as one-fifteenth of 5 tons. viz.. 750 lb. per square inch approx.) ; except that where this limitation 
would give a lower value than for the unrcmforccd joists with a working stress of 9 + / tons 
per square inch, the latter values are given instead, in italics. 

B.S.S. 449 allows a working stress of 9 + ( tons per sq. in. up to a maximum of 12 tons 
per s(|. in. ((or high tensile steel. 13 -f- IJ f up to a maximum of 10^ tons per sq. in.), t being 
the thickness in inches of the concrete above the upper flange of the joist. 

6. GENERAL PRINCIPLES. 

The principles on which Table B is founded are equally applicable to other arrangements 
of beams m concrete, e.g.. railway bridges composed of Broad Flange Beams in concrete. 

The tensile strength of the concrete is neglected and all the tension is considered as taken 
by the steel. 

It is assumed that when the composite beam is deflected under the load, the alteration 
m lengrth of the concrete is the same as that of the steei. As the elastic modulus of steel is 
about 15 times that of the concrete, the stresses in the steel must be 15 times the stresses in the 
concrete. Thus, if the concrete is stressed to 600t lb. per square inch, the steel in contact with 
It wUi be stressed to 4 tons per square inch. 

In calculating the strength of such a beam, it can be treated as consisting entirely of 
steel, but vnth the area of the concrete divided by 16* and all the concrete below the neutral 
axis omitted. 



• pie atrenglh of 6Urr floor Ijfanii entirely tacAtrd in a coacrete floo* slab nuy be estlauted oa the buUt al the 
rombiined aumeat of Inertia o( the steel and siUTOundinic roncrrte calculated u In rclnforeed eoncrete. nealectlDZ (he 

Ift^S^forTXtSiSi^^" TlsT'"' "*' ""'' " """■^ ""^ '" '"' "^ '* * '""' P" •^«« •»* '^S '^^'- 

r.t JLm? l-^'"^^ S^l"' ^'l?*^ ^J-^T*- ""* *"** • «.mp«Mlve .ue« of 760 lb. p« «,. iocli (for 1 : 2 : 4 mixture 
of coBCTcU^ M adopted for T«bk B. For a towei ilreM, the value»of Re SI ven In Tabic B moBt be reducri i«p^^ 

J ,-t ^".T ''^"n"l« given do not diflerentiate between the two cwe» (1) wbcD the neutral uis OMDei oulaidc the Mrt. 
and Ih when it oome. inside Ue joUl. but the UMnrelkal error Id u.ing the tame (t-naul* loTb<rth^« irUBawtoiar 



226 



JOISTS IN CONCRETE.— Continued. 



The neutral axis will pass through the centre of gravity 
of this equivalent section and the moment of inertia and 
section modulus can be calculated in the usual way. 

If d = depth of the steel joist {see Fig, 1), 

A = its area, 

I = its moment of inertia, 

M = its section modulus^ 

l> = depth ol the composite beam measured from 

underside of joist, 
b = breadth of the composite beam. 
n = distance of neutral axis from top of composite beam, 
Mc= compression section modulus of the composite beam, 
Mt = tension section modulus of the composite beam. 



H 



1" 

n 



yp--- 



FiS. i. 



Then n ^ \/ 



Mc 



Mt 



= u 



X 15 
bn' 



-^ A {D-n-Jd)« 4-n -^ (D-n) 



If 



X 15 ' " ^ " ""' ■ '/ 

Re = resistance moment of composite beam when concrete is fully stressed. 

c = working compressive stress (4 tons per square inch, equivalent to a stress in the 
concrete of GOO lb. per square incn). 

Rt = resistance moment of composite beam when steel is fully stressed in tension, 

t ^ working tensile stress in the steel (9 tons per square inch in the table on page 229), 
Then Rc= Mc x c in ton-inches, if all the length units are expressed m inches, 
and Rt = Mt x t in ton-inches, if all the length units are expressed m inches. 

When n -=- (D-n) =4-^9, o = -3080 and l<c = Rt. each bemg expressed in the 
same units. 

It is the value of He or Rt. whichever is the smaller, in ton-inches for various values of 
6 that is given in Table B on page 229 for various sections and depths (D). It will be seen 
that the value of b is taken as the distance between the joists, centre to centre. 



1 



M 



Weld; 



invrtiB ■ 





■msi 



227 




Coot 




TABLE A. BENDING MOMENTS 



MM 



•lit 






IN CONCRETE FLOORS. 
Ton-inches, per foot of width. 



Total 
Floor Lj^ad 
per sq, loot. 



CwU. 



/. 



>■« 



I'A 



Lb. 
40 

50 

56 

60 

70 

80 

90 

100 

112 
120 
140 
150 

160 
168 
ISO 
200 

224 
250 



6' 



0-7 
0-8 
0-9 
1-0 

1-2 
1-3 
1-5 
]'" 

1-9 
2-0 
2-3 
2-5 

7 
8 

3 



2 
2 
3 
3 



3-7 
4-2 



Span bebvefiD Main Girders. («et. 



6' 



7' 



8' 



B' 



10' 



11" 



10 
1-2 
1-3 

1-4 

1-7 
1-9 
2-2 
24 

2-7 
2-9 
3-4 
3-6 

3-9 
4-0 
4-3 
4-8 

5 4 

60 



13 
16 
1-S 

20 

2-3 
2-6 
2-9 
3-3 

3-7 
3-9 
4-6 
4-9 

5-2 
5-5 
'.-9 
6 6 

7-3 
8-2 



1 

2 
2 
2 



7 
1 
4 
6 



2 2 
2-7 

3 
3-3 



30 
3-4 
3-9 
4-3 



4 

3 
6 
6 

6 

7 
7 
8 

9 
10 



8 
1 

4 

8 
2 
7 
6 

6 
7 



3 
4 
4 
5 

6 
6 
7 
8 

8 

9 

9 

10 



8 
3 
9 
4 

1 
5 
6 

1 

7 
1 
8 
8 



2-7 

3-3 
3-7 
40 

4-7 
5-4 
6-0 
6-7 



7 

8 

9 

10 

10 
11 
12 



5 

4 


7 
2 




13-4 



12 1 

13-6 



15 

16 





7 



3-2 
40 
4-5 
4-9 

5-7 
6-5 
7-3 
8-1 

91 

9-7 

11-3 

I2-I 



13 
13 

14 
16 

18- 
20 




6 
6 
2 

1 



12- 



39 
4-8 
5-4 
5 8 

6-7 
7-7 
8-7 
9-6 

10-8 

lie 

13 5 

14-5 

15-4 
16-2 
17-4 
19-3 

22 
24 



13' 



4 5 
5-7 

6-3 
6-8 



7 

9 

10 

11 

12 
13 
15 
17 



9 
1 

2 
3 

7 
6 
8 




18-1 
19-0 

20 

23 

25 
28 



14 



IS' 



5-2 
6-6 
7-3 

7-9 



60 
7-5 
8-4 
9-0 



9 

10 
II 
13 

14 
15 
IS 
19 



2 
5 
8 
1 

7 
8 

4 
7 



21 
22 

24 
26 

29 
33 



10 
12 
13 
16 

16- 

18- 

21 

23 



6 
1 
6 
1 

9 
1 



24 

25 
27 
30 

34 
38 



16 



6-0 

8-6 

9-6 

10-3 

12-0 
13-7 
15-4 
17-2 

19-2 
21 
24 
26 

27 
29 
31 
34 

38 
43 



1. MODE OF USE Having asccrlaiucd the Bending Sloment from this table, select from Table IS an 
arrangement of joists and concrete pioviding an equal moment of resistaoce. [But see also page 6 for 
War Emcrgencj' stresses.) 

2. FORMULA, If tr = total Irtad in cwts. per square foot and t = span of joisla (f«t), then the 
load W on each foot of width will be 1 /20 w.L tons. And the Bending Moment (ton-incLe»j will be 
IV X I2L -^ S, viJ., 3/40 If./.', tabulated above. 



228 



l! 




6-t 


S'a 


9-fl 


10-3 


120 


13'7 


1.V* 


17-2 


19-2 


21 


24 


26 


27 

90 



TABLE B. WOMENTS OF RESISTANCE 

OF JOISTS IN CONCRETE. 

Ton-ioches. per fool of width. 




H.S. JOIST. 



Silt. 



-I 






So- 



Spacing of Joists, centre to centre. 



I'O 



re 



2'0' 



2' 6" 



3'0* 



3' 6' 



i'O* 



4' 6" 



Span 



Ids. 
3x3 



4x1] 

4x3 

II 

4|x 1} 

■ I 

5x3 



6x3 

7x4 

II 

8x4 



1.1. . 
4 

II 
11 



to 



II 



12 



J6 



11 



JS 



Ins.' 


D. 


I'll 


4- 


t p 


5' 


64 


4' 


■ 1 


5* 


1-83 


S' 


1* 


6' 


3-89 


6* 


It 


6' 


2-83 


61- 




Sl- 


>* 


"i 


5-47 


6' 


f» 


7' 


TOO 


7' 


i» 


8- 


]]-29 


8' 


»■ 


9' 


13'9J 


9- 


1. 


10' 



11-5 

15-4 

25 

2S 

18-5 
23 
39 
4S 

2S 
31 
SS 
GO 

70 
77 

lis 

124 

139 
IS3 



9-6 



13 

IS 



6 

6 



7-6 
10-9 
TTT 



6-2 



11 
15 



U 

19 



9 



26 
29 



116 

! -. :? 

TFT 
23 



J»'5 
12 -9 



17-2 

22 



22 



27 

36 
40 

47 
51 
7S 

83 

93 
102 



169 
21 



32 

37 
41 
SC 
62 

70 
77 



13-8 
17 6 

24 



29 


n 


31 
36 ' 

47 


5:i 


1 


1 6ft 






4-1 

5-9 

81 

11-7 

6 1 

8-2 

ll'Q 

15 6 



" 3-7 
5 3 

7-5 
10 5 



65 



49 
56 



43 

48 



9 
II 
15 
19 

19 
24 
31 
36 

38 
43 




6 




9 



5 

7 

10 

14 

8 
10 
J4 
17 



6 
4 

7 


1 
4 
2 

7 



17-S 
22 

27 
32 

34 
39 



Itj' 8' 
13- 4' 
10' S' 
13' 4* 

13' 4* 

16' 0* 
J3' 4' 
16' 0' 

15' 4* 

18' 0* 
16' 0' 
18' 6' 

18' 6' 
21' 4' 
2r4' 
24' 0* 

24' 0' 

26' 8' 



MODE OF USE^ Find from Tabic A the Betiding Moaicnl [per foot of widtii) corresponding to tl»c ^vetj span and 
floor load- Then select from the tabic above an affangcmetit whi<:li xvill pivc aii rqual Moment of RcsisLuirr. 
STRESSES. ETC- Picurcs to the rij<lit of the heavy line coirespODd to a tensile stress oi tons per Sfiuare incli in 
the slccl. Thf^sc to the left of it, corrcsTvind to a compressive strefs in the concrete of appnjxim.itclv 7f>0 lb. per s^iijare 
inch (ooe- fifteen til of a tons per square inch, sec 56)- But where the moments of re siitanee thus caleulaied arc less than 
tho^Df unreinforrcd joists strcSH-d to 9 +f tons per square inch extreme filrc stress (where/ ^s the thickrjc&s of concrete 
dLiovelhe upperfl-AnL^cof the joistj, the latter values arc substituted, in itihcs. For furlhcrcxplaualion.seci 5. 



TABLE a WEIGHTS OF CONCRETE FLOORING. 

PER FOOT SUPER, APPROXIMATELY. 



Thickne^ 

of 
Concrete. 



Plain. 



I*oun-ds 
per sq, ft. 



Cwis 
pcrsq. ft. 



Tons 
per 100sq,ft. 



Reinforced. 



Pounds 
per sq. it, 



Cwts. 

per sq. ft, 



Tool 
per 100 sq. ft. 



i Liich 

1 

2 inches 

3 

4 

5 

e 

7 
8 

9 
10 
11 
IS 



>i 

i> 
>■ 
It 
11 
II 
II 

!• 

ft 



5-8 

11-7 

23 

35 

47 

58 

70 

82 

93 

105 

117 

128 

140 



05 
10 
21 
31 
42 
52 
62 
73 
83 
94 
04 
15 
25 



26 
52 
04 
56 
08 
2-60 
312 



1 
1 
2 



65 
17 
69 
21 
5-73 
6-25 



6-2 
12-5 

25 

37 

60 

62 

76 

87 
100 
112 
126 
137 
160 



06 
11 
22 
33 
46 
56 
67 
78 
89 
00 
12 
23 
34 



] 

I 

2 

2 

3 

3 

4 

5 

5 

6 

6 



2« 
56 
12 
#17 
23 
79 
35 
91 
46 
02 
58 
14 
70 



The af&utaed wejghts of concrete are : Plain. 14U lb. ; reinforced, 150 lb., per cubic foot. 

Or the weight may be taken with sufticient actufaey lor pfacti<:^ purposes as VJ 11*. per square fojt, per inch of 
thieknea&^viz. ,144 lb. per cubic foot- 



41 



« 




Welding, 



.f 



I 



2S9 



Plates, 
Inertia. 



Kxiru, 



Weighty 



Hatn. 
tables. 



Code. 



i 



Ititi 



It 



f 



C 

o 



c 



*• 

■s 

V 

CI 

c 
II 

E 

o 

E 

u 

e 

I 



REINFORCED CONCRETE BEAMS AND SLABS 

RESISTANCE MOMENT PER FOOT WIDTH. 
For Tables for Joist Reinforcement see oaees 228 and 229. 



Percentage Area of Steel. 

■7 -64 




,tn Q ^ S £ ffi i^ 



a 

V 

Q 

o 

U 

<c 

c 
« 



If 



E 

o 



< 

3 
CI 



V 

u 

c 

3 

Ml 



Oiit&nc« of centre of compression to cenlfc 
of tension a^ percentage of dcptK D 



ti^-AWo 




9*7 ^ ^ 56»-fe-a 40 ^6^22B 24 20 16 ^12 08 « , 

Percentatc Area of Steel. 



SCOPE Of Chart The durt Is appLcatjIc to rectan£utar blabe And beuRU ajid alio to Tec tjeanu oT rcinlorccd 
L-\«iii:rele wlicte ibc nrutnU uxis lies witliin the 5lab portJOD ; it ueuDiet (enule TntifoTcnneDt ouly And li baied na 
Ihc comDnma^umpUons in rcinforttxl concrttc caJcul^tion crmtwMjird in the 1,-t: C. rrtfuJaUoD* for rrmlorced concrrt-f, 
\'it., IciLfiioQ in coucTCtc oeKlectcd, BtnUicbt Unc Uw for Urfunautit^a, a consUint mtu {ll^i of Mudult of I£lA«ticity of 
steel aTi<l concrete. 

STRESSES. The lines are drawn for a maximum fitrcu of cithrr OIKI lb. per Mjiiiirt inch Id the coDcretc or )<HKH> 
lb. r>cr vi'ijtrc inch m the ^rcl. But Uic aUcsOcs taow allciwed by tlic Losdon CouDty Council B>-I^wb, 1^37, OK 7^ 
aod 1^000 \h- pcf ftq intli, respectively. 

POSITION OF NEUTRAL AXrS. This cart be r«a<l from tbe dUgmni by mcai» of the curve itt the top portloiL 



230 



METAL ARC WELDING 



ii-l.* - 





Pace 


Butt and Fillet Welds 


234-235 


Working Stres&es 


235 


Electrodes, Costs, Tests 


235-236 


Safe Load Tables, and notes on design 


236-240 


Detailing 


240-241 


Standards of Work 


241 


Typical details, illustrated ... 


232-233 


Illustration of a bridge 


247-248 



PRINTED ELSEWHERE 
Welded caps, bases, and column joints, for B-F, Beams ,. 



«* • 



131-149 




Weidin« 







231 



t«blej. 



Cod*/ 




t'>4i 



1 



I. 



'.t 



♦ 



T I 




TYPICAL WELDING DETAILS. 



^ 




n II 



"^■■'^'-^'' ■■^- ' 



«.VU-Un 



j**^-'-*'- 



^^-^^^ 



''- ''-^-'1 



mz 



:ii££. 



2S2 



enen 





OL 



Ir^i 




EE1> 



H^T-^T^mo-, ^^■- 



JLTT 



~\ 



i 






r-^^^-"^^-^^^ 



■•'^'•"-^-l'' >^ ' ' f^ f* ■'^ 



TYPICAL WELDING DETAILS.— Continued 





Fur examples of bridge constructioa, see pages 247-8, 




233 



li 



ii 



« 







Meastifil^ 



«? 






teblei 



I 



.Mm* 



Code. 



METAL ARC WELDING. 



In the following notes, the abbreviations B.S,S. and L.C.C refer respectively to 
the following specifications : — 

(i) The British Standard Specification for Metal Arc Welding as applied to 
General Building Construction, No, 538 — 1940, 

(ii) The London County Council Regulations of 7th December, 1937, 

BUTT WELDS. 

The following are the types of butt weld most commonly used in structural 
work : — 



iMasLimurn 

3 



Minimum 



* 



Fig 1 Square Butt 



50*M.t 60-Mm. 

over % /b' MinJ '/i* Max.for rhiclter ihan'e' 

Fig 2 Single Vee. 



-A* Fig, 2. 




'^AjFig.I 

Fig 3, Double Vee. 



I^MmT/ 



45*10 50' 



I l7\. Fic 2 



I^Min.| 
H up 'A MinJ 

Fig 4. Single Bevel 




As ng.4 



A»Fi£4. 



Ftg. 5 Double Bevel. 




To be bevelled u •bove where % exceed* /i 



Fig, 6. Varying Thicknesses. 



V 



In ver>- heavy work, butt welds of J. U and double U tvpes are also employed 
on occasion ; but are preferably avoided owing to the higher "cost of the preparatory 
machining. 

The " single " types should have a reinforcing run along the back ; when this is 
impossible the normal working stress should be reduced by one-half, unless another 
part is in contact with the back of the vee, the plates are bevelled to an edge, and fusion 
IS ensured both in the bottom of the vee and witli the backing plate by making the 
first run with an electrode not larger than 8 SAV.C. (L.C.C. § 17). 

The reinforcing run or runs should amount to 1/IOth of the platc Uiickness ; 
they may be ground off afterwards \vithout reducing the working stress. 

TJie working stress in bevel (and Jl joints should not exceed 3/4ths of the 
normal (L.C.C. § 8). 

FILLET WELDS 

These transmit longitudinal shear or transverse shear or a combination of the 
t«*o. andmay be " end welds" or " side welds." Both are illustrated in Fig, 7 overleaf. 



234 



METAL ARC WELDING.— Continued. 



Transverse Shear 




Fig. 7. 

In end ^velds, the line of weld is across the lines of stress. In side welds, the line of 
weld is along the lines of stress, and the weld tends to fail in shear along the plane 
of the throat. It is usual now to make fillet welds with the legs equal, and with the 
surface slightly convex. 

Most authorities regard welds transverse to the direction of stress as the more 
efficient. 

The size of a fillet weld should be specified hy the length of the shorter leg, the 
throat thickness being not less than 0'i07 of this (B,S,S., page 8), Accordingly, 
thestrengthof the weld is to be calculated on 7 /lOths of the'' size." Its effective length 
should be taken as the actual length minus twice the " size " (L.CC, 21) ; but where 
end fillets are returned as side fillets for at least I inch, the full length of the end fillet 
can be deemed effective (L.C-C 41), In certain Continental and Indian specifications 
it is the throat thickness which is taken as the " size." 

WORKING STRESSES 

The L.CC. allows, in tension and compression, 8 tons per square inch. In shear : 
in web5 of plate girders and joists, G tons per square inch; otherwise 5 tons per 
square inch. The table on page 237 is based on these stresses. 

In Fillet wetds, the B.S,S. and L.CC. both allow for end fillets 6 tons per 
square inch, for side fillets 5 tons per square inch ; calculated in either case on the 
sectional area at the throat (i.e. 0-7 of " size " multiplied by the effective length). 
The allowable stress for end fillets is 7 tons per square inch, as in the table of safe loads 
on page 239. 

ELECTRODES 

Suitable sizes of electrodes, according to the thickness of the plate and the space 
to be filled, are indicated in the tables on pages 237 and 239. These and the stated 
currents may have to be varied^ however, to suit different makes of electrode. The 
choice of gauge will depend also on the welding position. A variety of grades are 
employed according to the character of the work, composition of the parent metal, etc. 



ht 



t' 



i 



u 




Inertia. 




■casti 








236 



Index, 
Code. 



f/'^ 




1 . 



METAL ARC WELDING.— Continued. 



COST. 

Welding costs can be estimated approximately from the data included in the 
tables on pages 237 and 239. These show, per foot of weld, (i) electrode consumption, 
(ii) current consumption, and (iii) average time taken in practice by experienced 
operators. 

The stated consumptions of current assume general purpose electrodes and an arc 
of 20 to 23 volts. The stated times represent the " net " estimated time required to 
deposit the run, change electrodes, and remove slag. 

The actual time taken in practice \\4I1 be IJ to 4 times the tabulated figures, or 
even more, according to the class of work and organisation of the shop- 
TESTS. 

The ^arious methods employed for ensuring the quality of welded work are as 
follows : — 

(i) Inspection of welds after each run. On important work X-rav or Gamma ray 

examination is also used, 

(ii) Periodic testing of operators, usually at regular inten-als by the works 
management. The usual tests are bend tests on butt welds and inspection tests on 
fillet welds. For the latter a single fillet weld between t\\'D plates at right angles is 
broken for examination, 

(iii) Electrodes are tested by bending, tensile, and Izod tests on all weld-metal 
test pieces. Tensile tests on butt and fillet welds are made for a specified quantity 
of electrodes supphed ; see for example B.S,S. 639, 1935 (§ 8). 

On all weld-metal tests, covered alloy electrodes of the best makes (for structural 
work) usually give such results as ; — 

Tensile 28/33 tons, Yield Point 21/25 tons. Elonpation 15/25% on 

8 diameter?. I/od 40 GO ft. lb. The minima required by B.S.S. 538/1934 were :— 

28 tons per :>quare inch tensile, 20% elongation on 3' 64 diameters, 3U It. lb. Izod. 

DESIGN. 

(i) Joints should be so designed that the stresses in the welds are readily 
determined — Imtt welds in direct tension or compression and fillet welds in end shear 
and side shear, \Vhen stresses cannot be so resolved, special tests on the type of 
joint should be made. Welds shcmld be so arranged that there are no bending or 
tAvisting moments about their longitudinal axes, XX in Fig. 8. 





Fic^fi. 



236 




i '_- < -•' 



f 



\ 



?5 



1.8 



3 16 



1/4 



5 16 



3 a 



1/8 



(/8 



3/4 



Table 1. BUTT WELDS. 



Hethod. 



' ■ 1 



SapV 




o^'rk 



























PS 



.; 


V ^■ 


^ 




^ 


Ji — ^ 


'A' 


J. If ** 


^ 


^^^ 


w 


-W 









1=1 

u 






Sak load 
linear inch. 



I 
Tension. Shear, 



No. 
2 

i 



3 
2 



1 
1 
2 



1 
3 
1 
1 



1 
1 
1 
I 
2 



1 
2 
2 



2 
2 



1 
2 
1 
2 



8 



10 
10 



10 



10 



10 
6 



10 

8 



10 

6 



10 
8 



10 



d 

8 



8 
6 




8 
8 
8 
8 



8 

6 

C 



8 
6 
6 
6 
6 



8 
4 

4 



6 
B/16' 



6 
4 
4 
4 



21 
14i 



15 
11 



15 



15 

15 

12 



12 
12 



12 
8 



12 
12 



1* 
12 



12 

7 



12 

12 

9 



} 



12 

e 

5 



} 



12 
12 
10 



Si J 




12 



■i} 



164 
12 



12^ 
101 ). 

f J 



Ft, 

1^72 
1-24 



2-84 



1-20 
109 



1-20 
200 



1-20 
1-50 



1'50 

aoo 



1-50 
2-25 



Am|.5. K.W.K, 



170 
170 



100 
120 



lOO 
170 



100 
170 



100 
210 



100 
170 



1-60 
4*50 



1-50 
300 



4-50 
5-14 



1-&0 
5-50 



14 10 



1 50 
000 



1-60 
U'30 



1-60 
Q-00 



2-18 
300 



1-09 
8-09 



100 

:;io 



100 
170 



100 

210 



no 

170 



150 
210 



150 
170 



150 
210 



150 

210 



160 
250 



200 
560 

240 
340 
340 
340 



16 
11 



23 



21 



30 



31 



45 



63 



56 



09 



09 



1-54 



102 



l-t»S 



2-Ul 



1 



e 







13 



10 



17 



15 



*!• 



'2'S 



'Z7 



S5 



1-48 



1-78 



13 



19 



Tooa. 
1 00 



1 50 



SOO 



2 » 



3 DO 



4-M 



6 00 



Tods. 
62 

94 



1 25 



1 56 



1 87 



2 50 



a 12 



6-00 3-75 



1' The tabulated safe loads for butt nrclds in tension (or comprc^saion] and shear correspond to working stresses ol d and 5 
tons per Square inch rcspcclivdy (sec page 235). 

2- If a single v'tt butt weld is not finished with a bead along the back, reduce the stress by 50% (except in the conditions 
mentiQDcd on paKc 234), 

3. For cxplaiujtioo of the data on Current consumption and Time per foot, sec under " Cost " on page -36 opposite. 



237 



I 



f 



iBtrtla. 




teblet 



i 



Coce, 



A 



I 



Ml 



»1 



^U. 







\ 



METAL ARC WELDING.— Continued. 



(ii) \Mien stress is transmitted through a ueld to parts of a member of varj'ing 
rigidit5^ stiffening pieces should be used to transmit the stress from the flexible to 
the rigid parts of the member. Compare Figs. 9 and 10. 




Fig. 9. 




Fig. 10. 



(iii) In butt welds concentration of stress is liable to occur at the ends, ow-ing 
to the difficulty of finishing the ends symmetrically. It may be necessary therefore 
to form pads of weld metal across the ends of the beads. 




F»8.1L 

In any case, a piece of plate, or continuation pieces to ^ve the shape of the vee. 
should be held or clamped to the edges of the parts being butted, as in Fig. 1 1 , to 
enable the arc to be continued right up to the edge without crater formation ; these 
plates can readily be knocked oflf after the operation. 

(iv) Floor beam^ may be made continuous by making connections capable of 
resisting the full negative moment at the supports. Where there is longitudinal 
restraint of the members connected. co\er straps or other reinforcement of the joint 
should be added, sufficient to develop at least 25% of the strength of the flange in 
tension. Or a beam may be made continuous by cutting through the supporting 
member and making any necessary splice joints at the points of contraflexure. 

Where continuity is not required, the beam should be freely supported by angle 
cleats or other means which will allow free deflection of the beam ; and welds should 
be so placed as to reduce to a minimum secondary bending stresses in beam and welds. 

(v) Column joints should be machined square and have sufllicient welding to 



23S 



m4 




■■ J tfr f \1^,.-- 























1 


^Td 




Table 2. FILLET WELDS. 




t 






* 




in 


k 


s 


■ 

14 


— u; 






a 

■s ° - 
a .13 


• 

Si 

a. 


Safe loail 

pi-r linear inch 

of WcKI 




End Welds. Side Weld . 




Ids. 
1 8 


Ins. 
-088 


Nn, 


SAV G. 
10 


15 


Fl. 
1-20 


Amps, 

120 


K.W.H- 

009 


Mi US. 

1 


Tods.' 
62 


Tons. 

44 






s 


23 


•78 


170 


Oil 


1 




3 16 


■133 




10 


11 


1-60 


120 


013 


2 


0-83 


66 






8 


13 


1-40 


150 


016 


2 




14 


■176 




8 


10 
12 


1-80 


170 


0-17 


2 


1 24 


88 






6 


1-50 


225 


0-24 


2 






4 


14 


1-30 


290 


0-27 


S 




5/18 






10 


9 


6-00 


120 


0-36 


ti 


1 55 


1 10 






8 


18 


3-60 


165 


0-44 


5 




•221 




8 


17 






8 


12 








6 


H 


2-10 


220 


0-35 


3 






4 


a 


1-60 


300 


0-31 


2 




3 8 


•265 


3 


8 


12 
16 


4-50 


170 


0-54 


6 


1-85 


1-33 




3 


6 


3-40 


200 


42 


4 




12 


•354 


6 


8 


16 


6-80 


170 


0-90 


10 


2 48 


1-77 




4 


6 


14 


5-20 


230 


85 


7 






3 


4 


11 


3-00 


300 


0-79 


5 




5 8 




8 


8 


13- 12 


170 


I-i53 


16 


309 


2 21 




■441 


6 


6 


12 


9- 00 


210 


1-42 


13 






3 


4 

6 


13 


6-90 


250 
210 


1-46 


U 




8/4 


•530 


9 


12 


13 50 


210 


19 


3-71 


2-65 






7 


4 


13 


9-70 


260 


210 


16 




1. The tabulated safe loads axe based on worting stresses of 
Side Fillels respectively see page 26d]. Throat thickness tak 

2. For explanation of the data, on Cuircut consumption and Ti 


7 and 5 toi 
en as ■ 707 ( 

me per foot, 


IS per square inch, for End and 
}f the size. 

see under " Cost " on page 23lS. 





k 



i 



ll 



Praiei. 
ln»riia. 




239 



Index, 

Code.* 




I 



^»f 



METAL ARC WELD INC.— Continued. 



transmit all forces other than wholly compressive forces. 11 there are no other forces, 
sufficient welding for erection and location purposes (compare B.S.S. page 23 §o, L.C.C. 
§48), 

(vi) In lap joints between plates, the lap should be at least four times the thickness 
of the thinner plate (B.S.S, page 23 § j, L,C,C. § 42). 

(\'ii) The effective length of a fillet weld to transmit loading should not be less 
than 2* nor less than six times the size of the weld (L.CX. § 22), 

(viii) Contact surfaces exceeding J' in width exposed to the weather should be 
sealed against ingress of water (Cf., L.C.C. § 36), 

(ix) Welds used for connectiuK bracing members should be designed to develop 
the lull strength of the nuinbcr (B.S,S. page 22 § e, L.C,C. 4 35). 

(x) Slots should not be filled with weld metal, and their width should be at least 
twice the thickness of the plate, with a minimum of I'. Comers should be rounded 
to a radius not less than the thickness of the plate, with a minimum of i'. The distance 
from the edge of the slut to the edge of the slutted plate should be not less than twice 
the thickness of the plate (L-C.C. § 3B). 

(xi) In order to minimise costs of handling in the fabricating shop, holes for 
erection purposes should, whenever possible, be in the connections (cleats, gussets, etc.), 
not in the main members, 

STRESS CALCULATfON 

The direct stress in fillet and butt welds stressed in tension, compression, or shear. 
may be computed by the formula f = P/A where P is the load transmitted by the 
connection, and A is the effective sectional area of the weld. The l>cndmg stress, by the 
formula fj *= BM/Z where BM is the Bending Moment transmitted by the connection 
and Z the section modulus of the weld. Cases of combined bending and direct stress 
should be calculated separately bv these two formulae and combined (LX.C- ^ 30-32); 
see pages 242-246. 

SYMBOLS 

Drawings and specifications should clearly indicate sizes and types of welds 
require^l ; only widely recognised symbols should be employed, 

DETAILING 

The length of each side fillet used in end connections should not be less than the 
distance between them. Side fillets may be at the edges of the members, or in slots 
or holes (L C.C ( 40. ct B S S 18). 

In end connections, a single end fillet should not be used without side fillets. With 
two or more end fillets, the ends should be turned at least I' to form side fillets ; in 
calculating the strength of the connection, if the short return welds are disr^ardrd 
the full Irngth of the end welds may be considered effective (L.C.C. f 41). 

Owing to the nature of the welded joint, redistribution of stress takes place less 
readily than in riveted joints ; so that welded connections, unless skilfully designed, 
may lead to dangerous concentrations of stress. Abrupt changes of contour must be 
particularly avoided. 

In welded work measurement ihould be taken from the edge of the section, 
rather than from gauge lines as u-ith ri\*etod work. 



STAN 
I 

blast, 
( 

(dJ 
( 

pemj 

( 
vitl) 

V. 

UdF 
( 



Bonii 

( 
irire-l 

Kidl 



^ 



i 

14 

n 

It 
II 



240 



METAL ARC WELDING.— Continued. 



STANDARDS OF WORK 

(i) The surfaces to be welded, and the adjoining metal for a distance of at least i', 
must be cleaned free of rust, scale, paint, grease, mineral oil, and dirt, by wire brush, sand 
blast, or other eSective method [L.CC. page 5 (iv) ; B,S.S., 6a]- 

(ii) Means must be adopted to minimise distortion of the finished parts, e.g- ^^y 
jigs, tack welding, intermittent chain, alternative side, or other elective means 
[cf- B,S.S, 6c. L.Ca page 5 (vi)]. 

(iii) Each bead of weld metal must have the slag removed by light hammering 
and wire brushing before the next bead is deposited. Light chipping or peening is 
permissible ; hammering is not (B,S.S, Qd, L-CC, page 5 (vii)). 

(iv) The weld must show a good clean contour ; and on a cut specimen, good fusion 
with the parent metal. If the weld metal tends to fold over on the parent metal 
without proper penetration, or shows porosity or slag inclusions, it must be cut out 
and re welded- 

(v) Undercutting must be avoided ; if it occurs, any reduction of area from this 
cause must be made good by an additional run [B.S.S. 6d, L.C.C page 5 (vii)], 

(vi) Vertical or overhead welding is to be avoided when possible. 

(vii) The current used must be within the range defined by the electrode 
manufacturer [B,S-S. 6f. L.C.C. page 5 (vii)]. 

(viii) Before applying paint to welded joints, they should be carefully chipped or 
wire-brushed ; it may also be advisable to neutralise the slag remains, if alkaline or 
acid (as they may be. according to the grade of electrode employed). 




Tables. TILTED FILLETS. 









M 



1 

5 









e 






O 
U 



£^ 



B 



Safe load 

pcT linear iach 

of Weld. 



End Welds. 



Side Welds. 



Ins. 

1/4 



Ins. 
■176 



Ni 



fi/16 



221 



3/8 



265 



1/2 



5/8 



354 



441 



3/4 



G30 



Ins. 

1/4 



5/16 



IBS. 

20 



Ft. 
0-90 



21 



0-86 



AmpB. 
320 



4.^0 



K.W.H. 
0-24 



0-35 



5/16 



3/8 



5/16 



3/8 



S/I6 



3/8 



5/ 16 



3/8 



14 



18 



g 



14 



1-28 



100 



200 



450 



580 



0-Sl 



0-81 



1-28 



480 



680 



0-87 



I 03 



10 



14 



3-60 



2-66 



6-00 



480 



J -60 



580 



13 



4-14 



480 



560 



2-07 



2-66 



3-38 



Mins. 
1-8 



1-7 



2-3 



2-1 



3 3 



2-5 



6-1 



4-8 



1 24 



9-7 



1 55 


1 85 


2 '48 


3 09 



88 
TlO 



1 33 



1 7 



2 21 



7-7 



3 71 



2 65 



1. Tht tabulated safe loads correspond to working stresses of 7 and 5 tons per square inch for End and 
Side welds respectively (see page 235). 

2. For explanation of the data on Current consumptioD and Time per foot, sec under " Cost " on page 238. 



241 




„_J 



Plates. 

lnertla> 








tables. 



Index, 
Code. 




m 



WELD GROUP WITH ECCENTRIC LOAD 

IN SAME PLANE 




W 



Sc/tff,/t^ S^te^o 



Srtc39 



E. /P»*B* • ^P&CQiA 





Ab&uming a throat thickness of 1 inch ; — - 

W 



Shear stress P 



Maximum Bending stress B 



2(b + d) 



Wer 



IP 



Ip represents the Polar Moment of Inertia of the weld group about its centre of 
gravity ; tabulated opposite fur I' throat thickness. 

In the vector diagram. R is the resulunt maximum stress arising from the bending 
and direct streaSM. The size of the fillet welds must be such that R will not exceed 
the allowable shear stress {5 tons per square inch). 

EjcampU.—li W = 10 tons, c = 7', B = Q', D = 10* :— 
P = = '312 tons per linear inch. 

Ip (from table on page 243) =* 083 insj 
r == V3* + 6" = fi-83inche§- 

^ ' «ui ™ '00 tons per linear mch, 

wis 

CosA = ' ^ = 514 
5*83 



R = V'S12' + -60' + (2 X -312 X BO X -fiU) 
s -81 tons /vr Hnear inch^ 
From the tabic on page 239, J' fillet welds arc required,* 



^ Siscc Uie coanbhicd stnaa i# to be limited to tbc AUo«iit>le tbcor tircw ot t toos per aqoan lac^ 
we take tbe «fc losd tabrtitcd lor Side WddA, int., M Unu per Uncar inck. 



242 





b — 




POLAR MOMENTS OF INERTIA ABOUT 
CENTRE OF GRAVITY. 



r throat thickness ; s«e opposite 



Inatdc 
Depth 

(-1) 



8 

4 
5 
6 

7 

8 
9 

10 

11 
12 
13 
14 

15 
16 

17 
18 

19 
20 
21 
22 

23 
24 
25 
26 

27 
28 
29 
30 

31 
32 
33 
34 



21 

36 
57 
86 

121 

107 
222 
288 

36(1 
457 
562 
683 

819 
972 
1143 
1333 

1543 
1775 
2028 
2304 

2604 
2929 
3280 
3659 

4065 
4.1O0 
4965 
54G1 

5980 
6551 
7146 
7776 



Inside WidtBi (ti) in inches 



6 



r 



8' 



36 

57 

85 

121 



167 

28H 
366 

457 
562 
683 
810 

972 
1143 

1333 
1543 

L775 
2028 
2304 
2004 

2929 
3280 
3659 
4065 

450O 
4065 
5461 
5989 

6651 
7146 
7776 
8442 



57 

85 

121 

167 

222 
288 
366 
457 

562 
683 
819 
972 

1143 
1333 
1543 

1775 

2028 
2304 
2604 
2929 

3280 
3659 
4065 
4500 

496S 

5461 
5989 
6551 

7146 
7776 
8442 
9145 



85 

121 
167 
222 

2S8 
366 
457 
562 

683 
819 
972 
1143 

1333 
1543 

1775 
2028 

2304 

2604 
2929 
32S() 

3659 
4065 
4500 
4065 

5461 

5989 
6551 
7146 

7776 

8442 
9145 
98g6 



121 
167 
222 
288 



366 
457 
562 
683 

819 
072 
1143 
1 333 

1543 

1775 
2028 
2304 

2604 
2929 
3280 
3659 

40RS 
4500 
4965 
5461 

5989 

6fi51 
714(1 
7776 

8442 
9145 
9886 
10667 



167 
222 

288 
366 

437 
562 
6M3 
819 

972 
1143 
1333 
1543 

1775 
2028 
2304 

2929 
3280 
3659 
4065 

4500 
4965 
5461 
5989 

6551 
7146 
7776 
8442 

9145 
9886 
10667 
11487 



222 
288 
3tl6 
457 

502 
683 
810 
972 

1143 

1333 
1.143 
1775 



288 
306 
457 
562 

683 

810 

972 

1143 

1333 
1543 
1775 

2028 



10" 


11" 


366 


■ 457 


457 


502 


562 


683 


683 


819 



2028 


2304* 


2304 


2604 


2604 


2929 


2929 


3280 


3280 


3650 


3659 


4065 


4005 


4500 


4500 


4965 


4965 


5461 


5461 


5989 


5989 


6551 


6551 


7146 


7146 


7776 


7776 


8442 


8442 


9145 


9145 


9886 


9886 


10667 


10667 


11487 


11487 


12348 


12348 


13231 



819 

972 

1143 

1333 

1543 

1775 
2028 
2304 

2604 
2929 
3280 
3659 

4065 
4500 
4965 
5461 

r>!)S9 
0551 
7146 
7776 

8442 

0145 
9886 
10667 

11487 
12348 
13251 
14197 



972 
1143 
1 33 ;t 
1543 

1775 
2028 
2304 
2t;04 

2929 
3280 
3659 
4065 

4500 
4965 
5461 

59 sy 

6551 
7146 
7776 
8442 

9145 
9886 
10067 
11487 

1 2348 
13251 
I4I97 
15187 



12 



562 
11 S3 
810 
972 

1U3 
133.3 

I -.43 

1 1-* " ** 

I i !•> 

2028 
2304 
2604 
2029 

3280 
3659 
406.", 
4500 

49115 
5461 
5989 

I !.".."> I 

71 -it; 

7776 
8442 
9145 

9886 
10667 
U4H7 
12348 

1 325 1 
14197 
15187 
16223 



k 



iutrcia. 



243 




r 



a 




WELD GROUP WITH ECCENTRIC LOAD 

PARALLEL TO ITS PLANE 



TT^-TT 





B 



S 



R • <l p*T a 



In tliis typical example, the weld group sccuriiif^ lliv bracket to the column 
has eccentric loading It acting with a leveraKt^ perpendicular to the plane of 
the weW group. It must be designed to take the resultant R of the combined 
shear and bending stresses, and R should not exceed the allowable shear stress, 
say 5 tons per scj, inch. If the throat thickness is t, then : — 



The Shea.r stress V 



;.n(b+dr 



The Moment of Inertia Ixx of the side welds 



2td» td» 
" IT 



12 



the Ixx of the top and bottom welds ^ 2th ( ^M« = Ll^ 
the total Ixx of the group - t ^^ + ?^*^ 



the Mmlulus Zxx of the group 



2Ixx 



... the Benduig stress » = ^^ = ^^^, ^ ^.jjj- 
The combined stress K \/r' + B*. 



For the purfwses of cdkaUtion, the procedure is to take t in the first instanc*^ 
as 1' throughout. The value of J< thus ascertained for a throat thickness of l" 
is obviously also the combined stress or load per linear inch, whence the required 
size of weld can be ascertained from the safe load tabic on page 239. 



244 



WELD GROUP WITH ECCENTRIC LOAD 

PARALLEL TO ITS PLANE— Continued. 



Example. — If in the above illustration W is 13 tons, e is 12", h is 8", d is 12". 
then, for a throat thickness of I", 



P= ^= -32.5 
40 

Ixx_of top and bottom welds 

Ixx of side welds 

Total Ixx of group 



57i> (from table on page 24*)) 
28S (from tabic on page 254) 



= 864 



S64 
R = Vl-OS* H- -325* - 113 

The combined stress or load per linear inch is accordingly 1-27 tons ; and from 
the table on page 239, we see that 5/16" iUk-ts are sufficient, or very nearly so. 
(Since the combined stress is not to exceed 5 tons per square inch, we take the 
safe load given for side welds, viz. 1-10 tons per linear inch.) 



m 




245 









tables 



Code/ 




w^ 





1^ 




MOMENTS OF INERTIA OF WELDS 








Jf. 


Ji 




ABOUT 


XX AXIS FOR ONE 


INCH 


THROAT 










_i 


1 




Ikk = 2 X 


t X b X 


[|d)« 










Iiuide 
depth 

(d) 
inches. 








Width (h) of Welds in 


inches 












1 


S 3 


4 


6 


1 ' 


7 


8 


9 


10 


11 


12 






1 Ins.' 


Ins.' 


Ins.* 


Ins.* 


lM.« 


Ins.* 


Ins.' 


Ins.< 


Ina.' 


las.* 


Ins.* 


Ins.* 




3 
4 
5 
6 


4-5 

8-0 

12-5 

180 


90 

16-0 
260 
36-0 


13-5 
24 

37-5 
54-0 


18-0 
32 
50-0 
720 


22-5 
40 

62-5 
90 


270 

480 

75- 

108 


31-5 
66-0 

87-5 
126 


36-0 

64-0 

100 

144 


40-5 

720 

112 

162 


45-0 

800 

125 

180 


49-5 

88 

137 

198 


54-0 

96 

150 

216 




7 

8 

9 

10 


24-5 
32- 
40-5 
500 


49 
640 
81 

100 


73-5 

96 
121 
150 


98-0 
128 
162 
200 


122 
160 
202 
250 


147 
192 
243 

300 


171 

224 
283 
350 


196 
256 
324 
400 


220 
288 
364 
450 


245 
320 
405 
500 


269 
352 

445 
550 


294 
384 
486 
600 




U 
12 
13 
14 


60-5 
72-0 
H4-S 
98-0 


121 
144 

in9 

196 


l&I 
216 
253 
294 


242 

288 
338 

392 


302 
34 tO 
423 
490 


3fl3 
432 
507 
588 


423 

504 
591 
086 


484 
578 
676 
784 


544 
648 
760 
882 


605 

720 
845 
980 


665 

792 
929 

1078 


726 
864 
10)4 
1176 




15 
16 
17 
18 


112 
128 
144 

I(i2 


22.1 
256 
289 
324 


338 
384 
433 
480 


450 

512 
578 
648 


563 
640 

8To 


675 
768 
867 
972 


788 
896 
1011 
1134 


900 
1024 
1 1 5(1 
1296 


1013 
1152 

1300 
1458 


1125 
1280 
144. '3 
1620 


1238 
1408 
1589 
1782 


1350 
1536 
1734 
1944 




19 

£0 
21 
22 


180 
■20() 
220 
242 


361 

400 
441 

484 


54L 

600 
661 
726 


722 
800 
882 
968 


902 
1000 
1102 
1210 


1083 
1200 
1323 
1452 


I2n3 

I4()0 
1543 
1694 


1444 

1600 
1764 
1936 


1624 
1800 
1984 
2178 


1805 
2000 
2205 
2420 


1985 
2200 
2425 
2662 


2166 
24'.K) 

2IM'. 
2904 




23 
24 
25 

26 


2U 

•2HH 
312 
33 H 


529 
57H 
625 
676 


793 

864 

937 

1014 


1058 
1152 

I2S0 
1352 


1322 
1440 

1562 
lOilU 


1587 
1728 
1875 
2028 


1851 
2016 

2187 
2360 


2116 
2304 
25(JO 
2704 


2380 

2592 
2812 
3042 


2645 
2880 
3125 
3380 


2909 
3168 
3437 
3718 


3174 
345<1 
37r.<i 
4056 




27 
28 
29 
30 


3ri4 

392 

420 
450 


729 

7H4 
K4I 


1003 
ll7fj 

1261 
1350 


145M 

I.ViH 

1800 


] 822 
1960 
2102 
2250 


2IH7 
2352 
2523 
2700 


255 1 
2744 
2943 
3150 


2910 
3 1 36 
3364 
3000 


3280 
3528 
3784 
4050 


3645 
3920 

4205 
4500 


4009 
4312 

4625 
4950 


4374 
4704 
0046 
5400 




31 
32 
33 
34 


4A0 
512 
544 
578 


9ni 1441 
1024 1530 
1089 1033 
1156 1734 


1922 
204s 
2178 
2312 


2402 
2560 
2722 
2890 


2883 

3072 
3267 
3468 


3363 
35»4 

3811 

4046 


3844 

4090 
4356 
4624 


4324 
4608 
4900 
5202 


4805 
5120 
5445 
5780 


5285 
5632 
S989 
6358 


5760 

6144 

6534 
6936 




35 

36 
37 
38 


612 
648 
fla4 
722 


1225 
1296 
1369 
1444 


1837 
1944 
2053 

2106 

J 


24 -,0 
2592 

273K 

j 


3002 
3240 
3422 
3610 


3675 
3888 
4107 
4332 


4287 
4536 
4701 
5054 


4900 
5184 
5476 
5770 


551 S 
5832 
6160 
6498 


6125 
6480 
6845 

7220 


6737 
7128 
7529 
7942 


7350 
7770 
8214 
8664 




39 
40 
41 
42 


760 
800 
840 
882 


1521 
1600 
1681 
1764 


2281 ' 
2400 
2021 
2646 


3042 I 
3200 
3362 1 
3528 ' 


3802 

40fH> 
4203 
4410 


4563 
4600 
5043 
5292 


5323 
5000 
5883 
6174 


6084 

0400 
0724 
7056 


6844 

72(H> 
7564 
7!>3^ 


7605 
8000 ' 

8405 
■»820 


8365 
880(J 
9245 
9702 


9126 

960(j 

10086 

105^4 









246 



r- T^^ .TT- 



12 



I 

I 



ARC WELDING IN 

BRIDGE CONSTRUCTION. 




1 



C 






I 





TTT^-rt^^ 





2=^ 



For explanation, see page 248, 



247 




Mat A. 
taoier 





J- 



ARC WELDING IN 

BRIDGE CONSTRUCTIOrM.— Continued. 



«'♦ f 



All 



I 

^1^ 




1 




Centres, 



The drawings on this page and the lower drawing on page 247 are of a bridge, 39 (eel span, 
over W'anigal Koad on the Darling to CJcnwaverk-y Line of t*ie Victorian Govcrnrncnt 
Kailways. The main girdcrsare Broad Flange Beams, Grey Process, 30' X 12'. and the Hoonng 
comprises 15* >^ 4' stcci channels, wtldcd as shoM'n. 



24S 




PLATES 



'. V ri *tfr fc yiTw', 



I 



■ «4 



**a 



• ■• 



Plate Girders 

Weights 

of riats (or Plates) 

Sectional Areas 

of Hats (or Plates) 



Moments of Inertia 

of Rectangles 

of Joists and Channels (drilled in flaiiycs) 

of Flange Plates (Pairs) 

of Flange l^Iates lor B.R Beams 



••• 



Page 
2SO-251 



• ■ ■ 



252-253 



267 



• «« 



254-256 

256 

258-259 

260, 261 



249 



|i. 




Places, 
li]«rtia. 



i 




w 



"iir 




SINGLE WEB PLATE GIRDERS. 

ANGLES 6' X 4' X 1/2' ; FLANGE PLATES 14' x T 



WEB PLATE 

AND 
VARIATIONS. 



NO FL. PLATES. 



t& Sec. Mod. ^^^^ 



Wt- 



Factor 






ONE FL PLATE. 



Wt per fooi 1- Pijte ^.^^ . 
^ Sec. Mod, width. ^^)l\ 



Wt 



wt 



Factor 



TWO FL, PLATES. 



Wiper fool, !• Plate 
& Se^Uod^ width. 



WL 



Wt 



Rivrl 

Shear 

Factor 



Web Plate, 30' x J* ... 



r t 



ia 



*• 



rr 



■ V 



■ » 



30' X i' ... 



f I 



Add for 6' X 4' X f Angles 
Deduct for 4' X 4' x i' Angles 
Add (or -ft' extra Flange 

thickness 
„ ..A' .. \VebDo. ... 



Add for 1' Extra Depth 



Web Plate. 36" X i 
36' X I 



rt 



ti 



It 



* I 



Add lor 6' X 4' X \' Angles 
Deduct for4' X 4' X f Angles 
Add for -A' extra Flange 

thickness 

., ., A' .. Web Do. ... 



Add for I' Extra Depth 




Web Plate, 42' X I* ... 



It 



It 
't 



II 

42 



tr 



' X i' ... 



tt 



•» 



Add for 6' X 4' X |' Angles 
Deduct for 4' x 4' x J'Angk-^ 
Add for ^' extra Flange 

t)iickne:is 
*' ., Web Do, ... 



• • it 



Add lor 1' Extra Depth 



I,b. las.' 

104 281 -114 

117 297 -OSS 



15 

14 



52 
58 



« • • « > 



G 8 



1 12 

... \ ... 

2 14 



112 


355 


• ■ ■ 

127 


« ■ ■ 
379 


VI- L » 1 - 

15 ' 64 

14 70 


7 


- - - 

12 

1 
1 



■091 
■066 



1 13 

I ■ • \ a ■ > 

2 15 



120 


433 


r ■ ' ■ ■ ■ 

13K 466 


1.1 7.1 
14 82 


» 


• . - 

IC 



U76 
054 



1 


14 


• - > 

2 


< ■ t 

16 


* * • 


• - r 



Ins. 

1^2 

5/8 

1/2 
5/8 



1/2 
.1/8 
1/2 
3/8 



1 '2 
5/8 



1/2 
5/8 
1/2 

5/8 



1/2 
5/8 
1/2 

5/8 



') 



1 2 



Lb. 
loo 
167 
168 
180 

15 

14 

6 
6 



Ins.' 

475 
447 
491 
44 

56 

22 
8 



Ins,* 


Lb. 


, l5 


3 


I 19 


4 


15 


3 


19 


4 


— 


• •• 


>■■ 


■ * * 


»t* 


■ ■• 


■ ta 


• «* 



-119 
-120 
•088 
•089 



» ■ I 



1 
1 
2 
2 



17 


■ •■ 


■ h« 


19 


• •• 


■ « fr 


19 


• v« 


« ■• 


20 


*•■ 


■ ■* 



163 


536 


18 


3 


175 


589 


23 


4 


178 


560 


18 


3 


190 


613 


23 


4 


15 


55 


• •« 


■ ■ * 


14 


68 


• «« 


• •• 


6 


27 


* >' 


VI* 


7 


12 


««* 


• • • 



•097 

■097 
■071 
071 



• > • 



1 


18 ... 


* ■ • 1 


1 


20 


2 


^U * * « * > • 


2 


21 ... 


> •> 




1 





• ■« 



171 
182 
188 
20O 
15 
14 

6 



,645 


21 


3 


707 


26 


4 


678 


21 


3 


740 


26 


4 


65 


... 


• « • 


80 


V • • 


• I « 


31 


« ■ « 




16 


■ ■ * 





■(181 
■082 
■059 
■060 



1 


19 


■ BB 




1 


21 


BB« 


1 *** 


2 


2) 


BB* 


1 VB* 


2 


22 


»■■ 


1 •" 



Lb. Ins.* Ins.* 

203 608 30 

227 697 38 

216 623 30 

239 712 38 



15 
H 

6 
6 



42 

54 

22 
8 



«« • 



r •* 



Lb. 
7 

9 
7 
9 



• ■ B 



1 
1 

2 
2 



1 
1 
2 
2 



218 894 42 

242 I0I9 53 

236 I 926 42 

260 1050 53 

15 €3 I ... 

14 78 



6 

9 



31 
16 



■ ** 



7 

9 
7 
9 



1 
1 
2 
2 



250 



■120 
■120 
•089 
•089 



\ * 



23 


* ■ B 


• ■ • 


26 


4 - ■ 


■ 

BBB 


25 


. r ■ 


*-B 


28 


■ I > 


BBB 



« * * 
• * 1 



211 


749 


36 


7 


234 


856 45 


9 


226 i 772 36 


7 


250 , 878 ' 45 


9 


15 53 ... 


• f • 


M 66 ... 


• ' ' 


6 


27 


> I > 


• ■ ■ 


7 


n 


B ■ A 


... 



•099 
•099 
•072 
■072 



, 24 




• B« 


27 


a • • 


BB« 


26 


-.. 


■ 1 * 


, 29 

1 


p ■ ■ 


1 

"I 



■083 
■084 
-061 
062 



1 






25 ... 


• •* 


28 


>•- 


a I • 


27 


BBB 


<•■ 


30 ... 


a a > 



-^ 



TE8. 



Rivrt 
Sheu 
Facta 



■120 
M2tt 
-089 



■m 
■m 

■072 
■072 



tl' 



I 



■083 
■064 
■Ofil 
■062 



at* 



»" 



(T 



I 



SINGLE WEB PLATE GIRDERS.^Continued* 

ANGLES 6' X 4' X 1/2' ; FLANGE PLATES 14" x T' 




WEB PLATE 

AND 
VARIATIONS. 



WQ FL, PLATES - 

Wt.perfoot' pivci 



Wt 



Facloi 



*i^ 



ONE FL PLATE. 



\Vt ptr foot' 
^ Scc.Mud. 



\VL 



1* Plate 

width. 



WL 



Rivet 
Slifmr 

Fatlui 



TWO FU PLATE8. 



\Vt per foot 
& £«c. Uod. 



rpbte 

width. 



wt 



/, 



\vi 



Rivet 
Facloi 



Web Plate. 48' X |' - 



It 






f « 



48' X i* ... 



p f 



Add for 6' X 4' X I' Angles • 
Deduct for 4' X 4' x J' Angles 
Add for A' extra Flange 

thickness 
M ., A' .- WebDo_ ,.. 



I,b. ■ Ins.' 
127.517 

■ > > I 1 r p 

14l:( 561 : 



15 i 87 



062 
041 



14 



94 



10 21 



Ins. 
1/2 

5/8 
1/2 

5/'8 



i.b. 
17» 
190 
199 
211 
15 
14 

G 
10 



Ins.* 

761 

832 

804 

875 

76 

92 

36 
21 



ln».» 


l.b. 






24 


3 


■069 




30 


4 


■070 




1 24 


3 


■050 




30 


4 


'051 




1 ■■■ 
» » • 




* > * 

-- - 




A ' - 


■ ' . 







I.b, 


lijs* 


Ins.* 


I,b, 


220 


10 JG 


48 


7 


250 


1188 


*-;ii 


n 


246 


1088 


Mi 


f 


270 


123(1 


CO 


9 


15 


74 






14 


90 






6 


36 






10 


21 


■ r > 


-t 



072 

072 
052 
053 




EXPLANATrON OF TABLE. 

The above table gives the properties of plate girders of the tliree types Uluslrattd, via. : — 

(i) without flange plates, (iij with one flange plate, {i\\) with twofltuigc plates, on each flange, respectively. 

The properties tabulated are for 14' Hange plates of various tliidonesses (X). 

For plates other than 14' wide, the variations in weight and modulus can 
be ascertained by using the figures headed J' piaU width. 

WEIGHTS AND RIVETS. 3 4' rivets at 4' pitch are assumed (see figure), 
t.e,, 3U or I- beads per foot run» with or without flange plates respectively. 

STIFFENERS. These are not included in the weights. For notes, see 

SECTION MODULI. These are nt-tt, deductions having been made for three or on*- holes in each 0ange, 
Willi or viilhout flange plates respectively, i/U' more metaj than the diameter of the rivet being 
assumed out of ai:tion. 

The following relation is useful for all symmetrically plated sections : — 

7 ft*- Tiquired arra oj the plates on each fiance equah the difference between (I) the required S€Cti09% modulus -s- 
ongtnal depth, and (ii) original section modulus -^ final depth. 

The values taken for areas and moduli must, of course, be the nett values after deducting for rivet holes, 

RIVET SHEAR FACTOR, PJTCH OF RIVETS, ETC. The number of rivets per foot run in each flange 

required to connect the web to tlie flange angk-s is found by multiplying the vertic^ shear in tons by the 

tabulated factor. For derivation, see page GO. ^2, 

This method gives a greater pitch than tliat given by the common but less eiatt formula : vertical 

shear X pitch = shear or bearing value of one rivet ■ vertical distaiice between the rivets. When the 

rivets have to carr>" a superimposed load in addition to coping with the bori2ontal shear, the number of 

rivets required will be the square root of the sum of the squares of (ij the number required by the last 

paragraphp and (ii) tlic number required for the load. 

The pilch so obtained should not exceed in the compre^iun flange 10 limes the thickness of the thinnest 

metal. 

STOPPING OFF OF PLATES. Having found the required section, the section modulus with one plate 
kss can be ascertained from the table, and the position of the point in the yirder where the btudiiig 
moment divided by the working stress equals this reduced value, found graphically or by calculation on 
the principles described on page 49. It is usual to extend the plates 2 or 3 pitches beyond the 
theoretical points. 

BROAD FLANGE BEAMS. QREY PROCESS- Many of the built up girders tabulated above Can be 
replaced mth advantage by a plain Broad Flange Beam ; see Sununarj' of Sections, page 43. 



251 



r 







f 



p 

\ 







1 

WEIGHTS OF STEEL FLATS- OR PLATES. 










IN POUNDS PER FOOT RUN. 










THICKNESS (Inches). 










Width 


(Inch 


!S(. 


1/a 3/lfi . 1/4 


6/16 


3/8 


l/lfl 


1/2 


G/8 


«/4 


V8 


1 


i.i;4 


(Inchet). 


1/2 




•212 -319 j -425 


■531 


■G37 ' -744 


-850 


106 


1-27 


1-49 


1-70 . 2-12 




1/E 




B/S 


■20fi -398 -531 


■664 


■797 -930 


1-06 


1*33 


1-59 


1-86 


2-12 ! 2-CG 


6/8 




3/4 




■319 -478 ; -637 


■797 


■956 


1-12 


1-27 


1-59 


1-91 


2 23 


2^55 


3-1 'J 




S/4 




7/6 


■372 -558 


-744 


■930 


1-12 


1-30 


1-49 


1-86 


2-23 


2-60 


2-97 


3-72 


7/8 




1 




■425 -638 ■8511 1-06 


1-27 


1-49 


1-70 


2-12 


2-55 


2-97 


3-40 


4-25 




1 




li 


■47« -717 -956 1 1-20 


1-43 


1-67 


1-91 


2*39 


2*87 


3-35 


382 


4-78 


11 




Ik 




■531 -797 TOO I 33 


1-59 


1-86 


212 


2-66 


3-19 


3-72 


4*25 


5-31 




u 




U 


■584 -877 i 1-17 [ 146 1-75 

1 1 


2 04 


2-34 


292 


3-51 


4 09 


4-67 


6^84 


u 


^ 


n 




•637 ■gse 


P27 


f59 


1-91 


2-23 


255 


319 


3-82 


4*46 


5-10 


637 




11 




n 


■f.i»l 1-04 ; 1-38 


1^73 


2-07 


2-42 


2-76 


3 45 


4-14 


4-83 


5-53 


6-91 


H 


■ 


u 




■74J 1-12 1-40 ! 1-8G 


2-23 ' 2-60 


297 372 


4-46 


6-21 


5^95 


7-44 




1] 




11 


•7U7 I-IU 1 1-69 1-90 . 2-39 2-79 


319 , 3-98 


4-78 


5-58 


fl^38 1 7-97 


U 


^ 


2 




■S-W 1-27 1-70 212 2-55 2-97 


3-40 4 •25 


5-10- 


5-95 


6-80 


8 Tin 




2 




2i 


■9(i:i 1-30 1-81 '2-26 1 2-7! ' 3'16 


3-01 4*52 


5-42 


6-32 


7-22 


9 03 


21 




H 




•956 1-43 1-91 '2-39 2-«7 335 


3-82 4-78 


5*74 


6-69 


7*65 


9-56 




2i 




'^'i 


1-Ul 1-51 2-02 2-52 3 03 3^53 

1 1 


4 04 5 -05 


6-06 


7-07 


807 


101 


2i 




n 




r06 1-59 212 2^C6 


3-19 3-72 


4-25 , 5^31 6^37 ' 7^44 


8-50 


m-G 




2} 




2S 


1-12 Mi7 2-23 :i^79 13-35 3-90 


4^46 5-58 6-69 


7'8! 


8-92 


112 


21 


■ 


n 




ri7 1-75 2-34 2-92 3bl 4-09 ' 4-67 5'84 7'01 


8 18 


9-35 


11-7 




2| 




2J 


r22 1-83 , 2-44 , 305 3-67 4-28 

1 1 


4-89 6-11 7*33 


8-55 


9*77 


12^2 


2i 


^P 


3 




1-27 1-91 2-55 ' 319 3-82 4*46 


510 6-37 


7-65 


8*92 


10*2 


12-7 




3 




3i 


1-33 199 2f.f. 3-32 3*98 |-65 5-31 i 0*64 


7*97 


9-30 


10-6 133 


31 




34 




1-38 2^07 2-76 3'45 4-14 4-«3 


5^52 6*91 


8*29 


9-67 


Il-O 138 




31 




Sj 


1-43 215 2-87 359 4-30 5-02 


5^74 7-17 


8-61 


10-0 


11-5 14-3 


3| 


^M 


31 




1 
1 -49 2-23 1 2^97 


3-72 4-4G 5^21 595 ' 744 8'92 


10-4 


11-9 


14 9 




31 




31 


1-54 2-31 3-08 3-85 4ti2 5 39 6^16 7-70 j 9-24 


10-8 


12-3 15-4 


3f 


M 


31 




1-59 2'39 3J9I3-9K 4-78 5-58 fi^37 i 7-97 ; 9*56 


11-2 


12-7 ' 15*9 




3J 




31 


1-65 2-47 3-29 


4-12 ' 4-94 


5-76 , 6-59 8-23 


9-88 11*5 


13-2 105 


3J 


^ 


4 




1-70 2-55 3-40 


4-25 , 5-10 


5 •95 


6-SO 8^50 


10-2 


11-9 


136 


17-0 




4 




U 


I ■75 2-63 3^51 ' 4-38 5-26 


6*14 


7-01 ; 8-77 


10-5 


12-3 


14-0 


17 5 


^l 




<i 




181 2-71 3^Cil 4-52 ' 5-42 


6-32 


V22 9 03 


108 


12-6 


144 


18 1 


w 


4| 




41 


1-86 2-79 3-72 4-65 558 C^51 

1 


7-44 


9-30 


11*2 


13*0 


14-9 


186 


4| 


V 


41 




1-91 2 87 3-82 478 5 74 ' 6-69 


7-fift 


9 56 


11-5 


13-4 


15-3 


lOI 




41 




4| 


197 : 2-95 3-93 4-91 


5-9(1 ' 6-88 


7-86 


9-83 


11-8 


13-8 


15-7 


19-7 


•11 


■ 


4t 




2 02 3-03 4-04 5-05 


6-06 707 


8 07 


lO^l 


12*1 


14-1 


16-1 


2((-2 




*i 




*l 


207 311 414 518 ; 622 7-25 


829 


104 


12-4 


14*5 


16-6 20 7 


41 


^ 


5 




2-12 3- 19 4-25 5-31 1 6-37 744 


8-50 


10-6 


12*7 


14-9 


17*0 21-2 




5 




51 


2-18 3-27 4-36 5-44 


6-53 7-62 8-71 


lo-g 


131 ' 15-2 


174 ' 218 


61 




5J 




2-23 335 4-46 5 58 


6-69 781 , 892 ,11-2 


134 , 15-6 


!"■« 22-3 


W 


5i 




5| 


2 28 34:1 4-57 571 6-85 799 


914 


114 


13-7 


16-0 


18-3 22-8 


51 


V 


5J. 




234 3 61 4 07 584 j 70] 818 


9-35 


117 


14*0 16*4 


18-7 


23-4 




51 




&I 


2-39 3-59 j 478 


5-98 


717 8-37 9-56 ' 12-0 


143 16-7 


191 


23-9 


5| 


■ 


5| 




2-14 3 67 4-89 


6-11 


7-33 855 ( 9-77 122 


147 171 19-5 244 1 


V 


5| 




5* 


2bf) 3-74 1 4-09 


6*24 


7-49 874 9-99 125 


150 17-5 


20 -0 25 


51 


^r 


€ 




2-55 382 1 bio 

1 


6-37 


7-65 8-92 102 ' 12-7 


15*3 17-8 


20-4 25 ■S 


V 


6 



-.mi 



I 



H 



61 



Ti 



n 



I 






I'.. 

*i 

9| 



» 



14 

I 



"I 




11 






II 



^ 



■J, 






n 



I 



i 



WEIGHTS OF STEEL FLATS (OR plates)— Continued. 

IN POUNDS PER FOOT RUN, 



Width 
lncb«s) 



6} 



n 



s 



H 



H 



10 



lOJ 



11 



llj 



12 



13 



14 



15 



16 



18 



20 
24 



28 
32 

36 



6i 
6i 

81 

91 
91 

lOJ 
lOi 

lil 
lt| 

121 
131 

Mi 
151 



17 



10 



22 



26 



30 
34 



1/8 



3-40 
3-51 
3-61 
3-72 



1-78 
4-89 
4 -99 

5-10 
5-31 
5-53 
5-74 

5-95 
6-16 
6-38 
6-59 

6-80 
7-23 
7-65 
8-U8 

8-50 
9-35 
10-2 
110 

11-9 
12'7 
13-6 
14-4 
15-3 



THICKNESS {Inches). 



3yiB 



1/4 5/]fl 



3/8 \ 7/l« 



1/2 



6/8 3/4 i 7/8 



1-l/i 



2-55 1 3-82 


2-66 


3-98 


2-76 


414 


2-87 


430 



2-97 4-46 
308 , 4-62 
3'19 4-78 
3-29 4-94 



5-10 
5-26 



3-82 I 5-74 

3-93 5(K) 

4-04 606 

4-14 622 

4-25 6-37 

4-36 6-53 

4-46 6-69 

4-57 6 85 



7-65 
7-97 
8-29 
8-61 



U-5 



17-8 
19 -I 
20-4 
21-7 
22-9 



&-I0 I 6-37 
&-31 i 6-64 
5-52 I 6-91 
5-74 717 



5-95 
G16 
('►•37 
6-59 



6-80 
701 



5-42 7 
5-38 I 7 



22 
44 



7-44 
7-70 
7-97 
8-23 

8-50 
8-77 
9-03 
9-30 



765 956 

7-86 9-83 

8-07 10-1 

8-29 10-4 



8-60 
8-71 
H-92 
914 



701 9-35 
7-17 , 9-56 
7-33 I 9-77 
7-49 9-99 



10-2 
10-6 
110 

11-3 



8-93 11-9 
9-24 ! 12-3 
9-56 1 12-7 
9-88 13-2 



10-2 13-6 
10-8 I 14-4 
15-3 
16-1 



12-1 



12-7 17-0 
14-0 18-7 
15-3 , 20-4 
Hi-6 : 22-1 



23-8 

25-5 
27 2 
28-9 
30-6 



10-6 
109 
11-2 
11-4 

11-7 

120 
12-2 
12'5 

12-7 
13-3 
13-8 
14-3 

149 
15-4 
15-9 
16-5 

170 
181 
191 
20-2 

21-2 
23-4 
25-5 
27-6 

29-7 
31-9 
340 
30-1 
38 2 



7 05 8-92 
7-97 I 9-30 
8-29 1 9-67 
«-61 ' 100 



10 

10 
10 

11 

11 
11 

12 
12 

12 
13 
13 
13 

14 
14 
14 
15 

15 
15 
Ifi 

17 

17 
18 
19 
19 

20 
21 
22 
24 

25 
28 
30 
33 

35 

38 
40 
43 
45 



3 

9 
6 
2 

8 
5 
1 
8 

4 
7 
9 
2 

5 

6 
1 

7 
2 
8 
3 
9 



5 13-4 
8 I 138 
1 14-1 
4 14-5 



16-0 



17-8 
18-6 



19 
2U 



3 
1 



20-8 
21-6 
22-3 
23- 1 

23-8 
25-3 
2fi-8 
28-3 

29-7 
32-7 
35-7 
38-7 

41-6 
44-6 
47-6 
50-6 
53-5 



10 
10 
11 
11 



892 10*4 I II 
9-24 10-8 12 
9-56 ■ 11-2 ' 12 
9-88 U-5 13 



11-9 13 
12-3 14 
12-6 14 
130 ; 14 



15 
15 
16 
16 



14-9 I 17 
15-2 17 
15-6 17 



116-4 
3 16-7 
7 17-1 
I 17-5 20 



18 

18 
19 
19 



20 
21 
22 
22 

23 

24 
25 
26 

27 
28 
30 
32 

34 
37 
40 
44 

47 
51 
54 
57 
Gl 



2 

6 




9 
3 

7 
2 

e 


4 
9 

3 

7 
1 
6 



4 

2 
1 
9 

8 
6 
5 
3 

2 
9 
6 
3 


4 

8 



6 

4 

8 
2 



12-7 
13-3 
13-8 
14-3 



17 

17-5 
18-1 
lS-6 



21-2 
4 ' 21-8 
8 22-3 
3 ' 22-8 



7 1 23-4 
1 ! 23-9 
5 I 24-4 
25-0 



25-5 
2ti-6 
27-6 
28-7 



42'5 
46-7 
51-0 
55-2 

59-5 
63-7 
68 
72-2 
76-5 



15 
15 
16 
17 



14-9 17 
15-4 , 18 
15-9 , 19 
16-5 19 



20 
21 
21 
22 



19-1 22 
19-7 23 
20-2 I 24 
20-7 24 



25 
26 
26 
27 

28 
28 
29 
30 

30 
31 
33 
34 



29-7 
30*8 
31-9 I 38 
32-9 p 39 



35 
37 



34 40 
361 ' 43 
38-2 I 45 
40*4 48 



51 
56 
61 
66 

71 
76 
81 
86 
91 



■3 


17 


» 


20- 


■9 


18 


6 


21* 


■6 


19 


3 


22- 


•2 


20 


1 


22* 


■8 


20 


8 


23* 


-5 


21 


6 


24- 


■1 


22 


3 


2h- 


■8 


23 


1 


26- 


•4 


23 


8 


27- 


■0 


24 


5 


28- 


■7 


25 


3 


28- 


■3 


26 





29- 


9 


26 


8 


30* 


■6 


27 


5 


31- 


*2 


28 


3 


32- 


■9 


29 





33- 


-5 


29 


7 


31 


•1 


30 


5 


34- 


-8 


31 


2 


35- 


■4 


32 





36- 


■0 


32 


7 


37- 


-7 


33 


5 


38- 


■3 


34 


2 


39- 


■0 


35 





39- 


■6 


35 


7 


40- 


-9 


37 


2 


42- 


■1 


38 


7 


44- 


-4 


40 


2 


43 


-7 


41 


6 


47- 


■0 


43 


1 


49- 


-2 


44 


6 


51* 


■5 


46 


1 


52- 


■8 


47 


6 


54- 


-3 


50 


6 


57- 


■9 


53 


5 


61- 


•4 


56 


S 


64- 


■0 


59 


5 


68- 


■1 


65 


4 


74* 


-2 


71 


4 


81- 


■3 


77 


3 


88- 


■4 


83 


3 


95- 


■5 


89 


2 


102- 


■6 


95 


2 


108- 


■7 


101 


1 


115- 


■8 


107 


1 


122- 



4 
2 
1 
9 

8 
6 
5 
3 

2 




■6 
4 
3 
1 

■n 
8 
7 
5 

4 

2 
1 
9 

8 
5 
2 
9 

6 
3 
■0 
7 

4 

8 
2 
6 

■0 
'8 
6 
4 

2 

8 
6 
4 



25*5 

26 6 
27 -G 
28-7 

29-7 

30-8 
31-9 
32-9 

340 
35-1 
36- 1 
37-2 

382 
39-3 
40-4 
41-4 

42-5 
436 

44'*i 
45-7 

46-7 
47-8 
48-9 
49-9 

51-0 

53- 1 
55 2 
57-4 

59-5 
fiI-6 
63-7 
65-9 

68 
72-2 
76-5 
80-7 

85*0 

93-5 

102-II 

110-5 

119-0 
127-5 
136-0 
144-5 
1530 



Width 
(IncKes) 



61 

n 

81 
8| 

91 
H 

101 

102 

Hi 
Hi 

12i 
14i 

17 
19 

22 
26 

30 
34 



6 

65 

7 

n 

B 

8J 

9 
10 

lOJ 

11 
111 

12 

13 

14 

15 

le 

18 

20 

24 

28 
32 
36 







253 



C«d*. 



♦f 



n 





m 




1 






















D 


MOMENTS OF 


INERTIA OF RECTANGLES. 






i 


— - 


1 






VERTICAL 






^ 












WIDTH [Inchea). 














Depth 
(Inches). 


V 




















Dvpth. 
(Inchrt) 




i 


5/ IS 


3/8 7/1 « 1/2 


9/ie 


1 fi/8 


11/18 


' 8/« 


1 7/9 


' I 




1 


•021 


•026 


■031 -036 -042 


•047 


•052 


■057 


•062 


•073 


■083 


1 




2 


•167 


■208 


■250 -292 : -333 


•375 


•417 


•458 


•500 


•583 


-667 


2 




3 


•562 


•10'^ 


•8-14 -984 


1-13 


1-27 


1-41 


1-55 


1-69 


1-97 


2-25 


3 




4 


I 3;i 


1-67 


2 00 2-33 


2-67 


3-00 


3-33 


3-67 


4-00 


4-67 


5-33 


4 




5 


2 6y 


3 20 


3-91 4-50 5-21 


S-86 


6-51 


7-16 


7^8l 


9-U 


10 4 


S 




6 


4-50 


5^63 


6-75 7^88 ' 900 


10 1 


...2 


12-4 


13-5 


15-7 


18 


6 




7 


715 


8 93 


10-7 


12-5 14-3 


16 1 


17-9 


19-6 


214 


25 


28 6 


7 




8 


10 -T 


13-3 


160 


18-7 21-3 


24 


26" 


29-3 


32 


37-3 


42-7 


8 




9 


IS 2 


19 


22 8 26 ' 6 


30-4 


34 2 


38 


41-8 


456 


53 2 


CO-7 


9 




10 


2ii S 


26 U 


312 36-5 


41-7 


46-9 


521 


57-3 


62-5 


72-9 


83-3 


10 




11 


27 7 


34-7 


41-C 


48-5 


55-5 


62-4 


69-3 


76-3 


83 2 


97 


111 


11 




12 


36-0 


45 n 


540 


63-0 ! 72 


81-0 


901 


99-0 


108 


126 


144 


12 




13 


45 8 


57^2 


68 7 


80-1 91 5 


103 


114 


126 


137 


160 


183 


13 




14 


57 -'i 


71-5 


85-7 


100 114 


129 


143 


157 


171 


200 


229 


14 




15 


70 '3 


87 9 


105 


123 


141 


158 


176 


193 


211 


246 


281 


15 




16 


85 3 


107 


128 


149 171 


192 


213 


235 


256 


299 


341 


16 




17 


102 


128 


154 


179 


205 


230 


256 


281 


307 


358 


409 


17 




18 


121 


152 


182 ' 213 


243 


273 


304 


334 


364 


425 


486 


18 




19 


143 


179 


214 250 


2S6 


322 


357 


393 


429 


500 


572 


19 




£0 


167 


208 


25n 292 


333 


375 


417 


458 


500 


583 


667 


20 




£1 


193 


241 


289 


338 


386 


434 


482 


531 


579 


675 


772 


21 




£2 


222 


277 


333 388 '■ 444 


499 


555 


610 


665 


776 


687 


22 




23 


253 


317 


380 44-1 507 


570 


634 


697 


760 


887 


1014 


23 




24 


288 


36(1 


43-i 


504 1 576 


648 


720 


792 


864 


1 008 


1J52 


24 




£6 


32(3 


407 


488 570 1 651 

1 


732 


814 


895 


977 


1139 


1302 


25 




26 


361. 


458 


549 64 1 73-J 


824 


915 


1007 


1098 


1282 


1465 


26 




27 


410 


513 


615 71 « 820 


923 


1025 


U28 


1230 


1435 


1640 


27 




28 


457 


572 


680 800 915 


1029 


1143 


1258 


1372 


1601 


1829 


28 




20 


SON 


63:. 


762 88'J 101(i 


1143 


1270 


1397 


1524 


1778 


2032 


29 




80 


be2 


703 


844 9S4 1125 


1266 


1406 


1547 


1687 


1969 


2250 


30 




32 


683 


853 


1024 1195 1365 


1536 


1707 


1877 


2046 


2389 


2731 


as 




34 


619 


1024 


1228 143:) 1638 


1842 


2047 


2252 


2456 


2866 


3275 


34 




36 


972 


1215 


1458 1701 , 1944 


2187 


2430 


2673 


2916 


3402 


3888 


36 




38 


1143 


1429 


1715 2001 228i> 


2572 


2858 


3144 


3429 


4001 


4573 


38 




40 


1333 


1667 


200U 2333 2667 


300U 


3333 


3667 


4000 


4667 


5333 


40 




42 


1543 


1929 


2315 2701 3087 


3473 


3859 


4245 


4630 


5402 


6174 


42 




44 


177-1 


2218 


2662 3106 3540 


3993 


4437 


4880 


5324 


6211 


7099 


44 




46 


20 2» 


2535 


3042 3549 4056 


4563 


5070 


5577 


6083 


7097 


8111 


46 




48 


2304 


286<) 


3456 4032 , 4608 


5184 


5760 


6336 


6912 


6064 


9216 


48 




60 


2601 


3255 


3906 4557 : 5208 


5859 


6510 


7161 


7812 


9115 


10417 


60 










1 1 


1 


( 


1 




1 








ft2 


2920 


3662 


4394 ' 5126 5859 


6591 


7323 


805C 


8788 


10253 


11717 


52 




M 


3260 


4101 


4921 5741 6561 


7381 


8201 


9021 


9641 


11482 


13122 


54 




66 


3659 


4573 


5468 6403 7317 


8232 


9147 


10061 


10976 


12805 


14635 


66 




fiS 


4065 


5061 


6097 7113 , 8130 


914G 


10162 


11178 


12194 


14227 


14269 


68 




60 


4500 


5625 


6750 7675 \ 9000 

i 1 


10125 
1 


11250 


12375 


I36(H' , 


15750 


18000 


60 





254 



~]\ 



s. 



1 




























1 


Mrkii/iciu-rfi 


OF 


IMERTia Oc* i3irr>-rAM/2i c<c 






D 


# 


1 


1 


• ■^^■■■l 


^IV » «t^ 


iORIZONTAL. 


• I m«H 


1^ I rvii 


■ ^>l ^».VJ 


X 


1 


^ 


i-x 


1 


Depth 

(Inches), 








WIDTH {Inch 


es). 








Depth / 
(Inches). 


1 


8 


9 


10 


12 


14 


16 


18 


20 


24 


1 


a/a 


« ■ ■ 


■035 


■040 


•044 


■053 


■062 


■070 


■079 


-088 


■105 


3/S 




1 




7/16 


■056 


•063 


•070 


■084 


■098 


'112 


-126 


•140 


•167 


■ ■ ■ 


7/10 


1 


1/2 


< ■ « 


•083 


•094 


•104 


■125 


-146 


■167 


■187 


■208 


-250 


1/2 




1 




9/1 e 


■119 


•133 


•148 


■178 


■208 


-237 


■267 


■297 


-356 


• a • 


»/io 


1 


6/8 


■ • > 


■163 


■183 


■203 


■244 


■285 


-326 


■366 


■407 


■488 


6/8 




■ 




11/16 


■217 


■244 


■271 


■325 


-379 


•433 


■487 


-542 


• 650 


" » ■ 


11/18 


1 


8/4 


■ ■ « 


■281 


•316 


■352 


■422 


■492 


■562 


■633 


-703 


•844 


8/4 




1 




is/i(^ 


•358 


•402 


■447 


-536 


■626 


•715 


■805 


■894 


1-07 


I ■ k 


13/16 


1 


7/8 


- » * 


•447 


•502 


■558 


■670 


■782 


■893 


1 00 


112 


1-34 


7/8 




1 




16/16 


■549 


■618 


■687 


■824 


■961 


110 


1-24 


1-37 


1-65 


■ » r 


15/16 


1 


1 




■667 


•750 


•833 


too 


1-17 


1-33 


1-50 


1-67 


2 00 


1 




1 




1A 


■800 


•900 


1 00 


1 -20 


1-40 


1-60 


1 -80 


2-00 


2-40 




Ift 


1 


u 


- - - 


■949 


107 


1-19 


1-42 


1-66 


1-90 


2-14 


2-37 


2-85 


n 




1 




U 


1-12 


1-26 


!-39 


1-67 


1-95 


2-23 


2-51 


2-79 


3-33 


> . F 


Ift 


1 


u 




1-30 


1-46 


163 


1-95 


2-28 


2-60 


2-93 


3-25 


3-91 


u 




1 




14 


1-51 


170 


188 


226 


2-64 


3-01 


3-39 


3-77 


4 52 


■ I > 


Ift 


1 


It 


• * • 


1^73 


1-95 


217 


2 60 


303 


3-47 


3 90 


4-33 


5-20 


u 




1 




liSr 


1-98 


2-23 


2-47 


2-97 


3-47 


3-96 


446 


4-95 


5 94 


■ 1 ■ 


lA 


1 


li 


- 1 ■ 


2 25 


2^53 


2-81 


3-37 


3-94 


4 50 


5 06 


5-62 


6-75 


u 


r 


1 




lA 


2-54 


2-86 


3-18 


3'81 


4-45 


5^09 


5-72 


6-36 


7-63 


« 4 4 


lA 


1 


ll 




2-86 


3-22 


3-58 


4-29 


5 01 


5-72 


644 


7-15 


8-58 


n 




1 




itt 


3-20 


3 60 


401 


4-80 


5-61 


6-41 


721 


8 01 


9-61 


* ■ V 


IH 


1 


u 


- • t 


3-57 


402 


447 


5-36 


6-25 


715 


8 04 


8-93 


10-72 


n 




1 


4 


IH 


3-97 


4-47 


4-96 


5-95 


6*95 


7-94 


893 


9-92 


11-91 




113 




ll 


- . - 


4-39 


4-94 


5^49 


6-59 


7-69 


8-79 


989 


10-99 


13-18 


\\ 








iH 


4 85 


5-45 


606 


7-27 


8-4S 


9-70 


10-91 


1212 


14-55 


■ V I 


Its 




2 


• > I 


5-33 


6 00 


6-67 


8 00 


9-33 


10-67 


12 00 


13-33 


16-00 


2 








2ft 


5-85 


6-5S 


731 


8-77 


10-24 


11 70 


I3^]6 


14-62 


17-55 


... 


2ft 




2* 


■ ■ ■ 


6-40 


7-20 


800 


9-60 


11-19 


1279 


14^39 


15-99 


19-19 


2i 








2ft 


6 98 


7^85 


8-72 


10-47 


12-21 


13-96 


15-70 


17-45 


20-93 


» ■ ■ 


2A 


« 


- 2J 


f » » 


7-59 


8-54 


9-49 


n-39 


13^29 


15-19 


1709 


18-98 


22-78 


21 






2ft 


8-24 


9-27 


10-30 


12-37 


14^43 


16-49 


18-55 


20-61 


24-73 


• • * 


2 A 


♦ 


2i 


• • • 


8-93 


10 05 


, 11-16 


13-40 


15-63 


17-86 


20 09 


22-33 


26-79 


2i 




1 




2* 


9-03 


10-86 


' 12-07 


14^48 


16-90 


19-31 


21-72 


24-14 


28-96 


■ ■ ' 


2ft 


« 


2J 


■ • • 


10 ^42 


11-72 


13-02 


15-62 


18-23 


20 83 

1 


23-44 


26 04 


31-25 


2i 








n 


120C 


1357 


1507 


1809 


21-10 


1 
24-12 


27-13 


30 15 


36-18 


« 4 • 


2B 




2J 


■ ' ■ 


13-86 


15-60 


17-33 


20-80 


24-26 


1 27-73 


3119 


34-66 


41-59 


21 








2{ 


15-8-1 


17-82 


19-80 


23-76 


21 -12 


31-68 


35-65 


39-61 


47-53 


■a * * 


2i 




3 


■ * ■ 


1800 


20-25 

1 


22-50 


27 00 


31-50 


36 00 


40 50 


45 00 


54-00 


3 


1 



255 



|1 



ll 



i' 



I 







Cxtru. 



Main. 



k 






I 




i 



■^ 


' 


i 


























n 




MOMENTS OF INERTIA 






> 


L ■ 


OF JOISTS AND CHANNELS DRILLED 


FOR FLANGE PLATES. 








- - DTltlS 


n Ol^nodru oc^liunk, I9.;»^ ocric*. 








JoisL 


3 ? 5 


Moments of Inertia. 


Assumed 
Diameter. 


Cbaimel. 


^ ■— !-■ 


Moments of IiKTtlA. 


Aitainc-) 
DiuKtcr. 






^I' 


1" 


1 ' 1 


1' 


CIiuukL 




* 
*• 

> 




d X 


1> ' Wt. 


T 


Holes- 
Graft. 


KetL 


d X b Wt 


T 


Hokft. 


GraaL Nett. 




Ins 


Lt. 


Ins. 


1 
las.' Ins.* Ins.* 


iBft. 1 Ids. 


Ins. Lb. 


Ids. 


las.* 


Ins.* !«-• 


Ins 


Im 




s > 


IJ 


-1 -249 


■942 1-66 ... 


• * ■ 




SxlJ 4-GO 


-28 


r04 1-82 ... 


■« ■ ■■- 




3 X 


3 


1J , -332 


1-19 3-81 ... 


■ • » 




511 


•28 




1-94 , „. 


4 




4 X 


li 


-239 


1-69 3-66 ... 


••• 




4x2 7 09 


•31 


2-'ii 


5-06 3-61 


11/16 &/6 




4 X 


3 


10 "347 2-32 7-79 ... 


fl*t 




7-91 


-31 


.. 5-38 3-93 


tt n 




4i:^ 


U 61 


•325 


319 6-73 ... 


■«• 




5x2| 10-2 


•38 


4-06 11-9 8-58 


13/16 3 6 




5 X 


3 


11 


•376 


4-03 13-7 ... 


«•« • • > 


1 1 -^ 


-3» 


„ 1 125 ;9-ao 


tt tt 




6 X 


4i : 


iO 


-513 


5-17 250 21-5 


n/H 6/6 


6x3 124 


■38 


6-00 


21-3 16-4 


■ ■ •• 




6 y 


3 


2 


•377 


5-96 210 ... 




.. i 13-6 


•38 


„ 


22-3 , 17-4 


tt ■■ 




6 X 


4i : 


20 -431 


6-70 34-7 30-1 


U/16 S/8 


6x8 


16-5 


■48 


731 


26-3 


20*4 


>' tt 




6 y 


5 


25 -520 


7-83 43-7 37-3 


13/16 3/4 


.. ' 17-5 


•48 




27-2 


21-3 


ri t P 




7 X 


4 


6 , -387 


8-47 39-5 33-7 


n/l« $/8 


6x8r 16*5 


•48 


w w 


28-9 22^9 


>i It 




8 X 


4 


18 -398 


n-5 55-6 47-7 


t* f 


J8-5 


•48 


JP 


30*7 


248 


tt t» 




8 X 


S ' 


28 > -575 


15-9 89-7 76-S 


13/U^ S/4 


7x8 14-2 


•42 


9 09 


32-7 


25-4 


1 
tt tt 




8 X 


6 


J5 ■648 


17-5 115 101 


»' v> 


17*1 


■42 




36-2 


28-8 


tl tt 




9 X 


4 


l\ -457 


16-7 811 69-7 


11 /le j/8 


7x81 ; 18-3 


'50 


10*6 


42-8 


343 


tt •» 




9 > 


7 


-.0 -825 


27-6 208 182 


15/16, 7/8 


*i 


20-2 


■50 




45-1 


36-5 


tt tt 




10 X 


4i 


i5 1 -505 


22-8 122 104 


19/16 


»/* 


8x8 1 ]6^0 


'44 


12*6 


46-7 


365 


tt «> 




10 X 


5 


JO -552 


24-7 146 126 


»• 


tt 


18-7 


•44 




51 '0 


40-8 


1 
tt at 




10 > 


6 


10 -709 


30-6 205 190 


r« 1 «f 


8x8| 20-2 


•52 


li's 60-6 


48-8 


tt tt 




10 X 


8 


>S 


-7S3 1 33-3 289 258 


15/16; 7/6 


23-2 


•52 


.. 65-3 


53-5 


1 
tt t* 




IS X 


5 


}2 


-5.'>0 136-1 221 192 

1 


13/16 6/4 


9x8 17-5 


■44 


16-1 62-5 


40-4 


tt tt 




12 y 


6 


14 


-717 45-6 317 280 


ft If 


19-9 


'44 


M 67-4 


54-3 


1 
tl ■> 




12 > 


6 


i4 


-883 1 54-8 376 331 


■ ■ «i 


9x81 22-3 


•54 


19-3 82-6 66-9 


tt ■■ 




12 > 


8 


55 


-904 


55-7 488 436 


li/l« 7/« 


23-5 


•54 


tt 


851 


69-4 


tt tt 




13 ^ 


5 


}5 


-604 


46-4 284 246 


IJ/l* »/« 


25-6 


-54 




893 


73-6 


tt ft 




14 ■ 


6 


16 


•698 


62-0 443 393 


■ > ' r 1 


10x3 19-3 


-45 


ao's 


837 66 


ft tt 




14 X 


6 


i7 


■873 


75 3 533 472 


H Wl 


21^3 


■45 


.. !877! 71 


ft t» 




14 / 


8 


70 


■920 


78 7 706 632 


16;i« 7/8 


10x3 J ,24 5 


■56 


25-0 , 110 1 89-2 


ft tt 




15 " 


6 


12 


■647 


66 5 428 374 


IX/lfl S/4 


285 


•56 




120 


»9-7 


tt >• 




Ifi > 


6 


15 


•655 


67-4 492 429 


16/1» 1 7/8 


11x31 26-6 


•58 


si's 


142 


116 


tt tt 




16 > 


6 


M 


•726 


847 618 539 


30-5 


•58 




153 


127 


tt ft 




16 > 


6 


S2 


'847 


97 • 1 72.1 634 


•• *i 


12 x31 26-4 


■50 


331 160 , 132 


tt *■ 




16 > 


8 


75 


-938 


106 974 874 


• r ft 


30-4 


50 


174 ! 147 


*■ i» 




18 x 


6 


^ 


•757 


113 842 736 


#■ r f 


12x4 313 


■60 


390 200 , 168 


tt tt 




18 > 


7 


75 


•928 


136 1151 1023 


«f Vt 


36C 


■60 


„ ' 219 ' 187 


tt tt 




18 X 8 


M 


-950 


138 1292 1163 


tt tl 


16x4 364 


62 


641 


349 289 


iS/lft T/i 




20 X 


6i 


S5 


•820 


151 1226 1085 


t> *r 


42^5 


•62 




383 


333 


'* *• 




SO X 


71 


Sd 


101 


182 1673 150r 


■ t ■> 


17x4 44-3 


•68 


90-6 


sao 


435 


tt tt 




22 X 


7 


75 


•834 


187 1677 1502 


t* 1 tl 


51-3 


•68 


#« 


569 484 


f tt 




24 X 


74 


»S 


1-01 


267 2533 2283 


1 

tt # I 


i 






1 






1 


FotU. 


mmrU cf tacrtia of PUIc* lop and bottoB, mc pa 


tees Z&S to HI. 








z 


The U 


oBwst of Inolia of bob 1* wide !• glrcn ta tau 


ihle Uikt (or may ■1-"-T^Tt 


ol bolv to be cmUj c«1 


nkl«d 




3 


Tbe d 


cptb o< Ifac hole la -—— — ' to be tbc ibcbb flanj 


fK thidLBtmm tibnltrf. 









«M» 



I; 



31 



I 

r • I 

14 

i: 



256 



' 1 



13 14 



■■ l'. 



*: 




.ATES, 






/I6 V( 

II I r< 

/W 5 4 









n 




r' 


„ 


1* 


n 


H 




■< 




11 




" 




II 


•t 


1- 




fl 




1' 


" 


|i 




II 




rf 




f 




" 




*• 




1 ' 



I 



f 



>t 



'H» 



■^1 
I 



ifj 



» 

^ 



Width 
ilncKoi) 



1/8 



2 
3 
4 
5 
6 
7 

g 
11 
n 

tti 
21 

■/« 

ft'S 

■/• 

I 



a/4 

7/8 

If* 

u 

M 
U 

2) 

r »» 

a: 

• ■ ■ 

• ■ > 
« ■ ■ 

6) 
8 

• ■ ■ 

10 
12 

# * > 

16 

* ■ * 

21 
Vift 
»/i« 

13/10 



SECTIONAL AREAS OF FLATS— OR PLATES. 

IN SQUARE INCHES. 



3/16 

•117 
•HI 
■164 
-187 

■ 2.14 
•281 
■328 
•373 
■469 
■562 

■ G.)G 
•750 
•844 
■937 



03 
2 



»/* 



12.') 

\r>G 

187 
219 
2.'iO 

312 
375 
437 
500 
625 
750 
ST.'i 
00 

n 

25 
37 

50 



B/l« 



1/8 



156 
195 
234 

273 
312 

3yi 

469 

547 
625 
781 
937 
09 
25 



1-41 



56 
72 
«7 





082 


•109 


•137 




094 


•125 


■156 




105 


•141 


•176 




117 


■156 


•195 




129 


■172 


■215 




111 


■1«7 


•234 




152 


-203 


•254 




1 6-1 


•219 


■273 




176 


•234 


•293 




187 


• 250 


•312 



■187 
•234 
•281 
■328 
•375 
■469 
•562 
•656 
•750 
■937 
1-12 
1-31 
1-50 
1-69 
1-87 
2-06 
2-25 
2-44 
2-62 
3-00 
3-37 
3-75 



104 
187 
211 
234 
258 
281 
305 
328 
352 
375 



THICKNESS (Inches). 



7/18 



219 

273 

328 

383 

437 

547 

656 

766 

875 

09 

31 

53 

75 

97 

2- 19 

2-41 

2^62 

2-81 

3-06 

3 50 

394 

4-37 

4-81 

5-25 

6-12 



l«l 
219 
246 
273 
301 
328 
355 
383 
410 
437 



1/2 



■312 
•375 
•437 

■500 

■ Cii:. 

■750 

■875 

[•00 

1 - 25 

1^50 

1-75 

2^00 

2-25 

2-50 

275 

3^00 

3-25 

3-50 

4-.00 

4-50 

5^00 

5-50 

6-00 

7-00 

8-00 

9-00 

10-50 

1200 



Tlir Uxxtt portijB ot the Uble cuaMet the requisite dnluction to be 
Fur U'cigbu per Fuot. kc pa^o -J- aikI 



S/« 



3/« 



7/9 



-469 
-547 
-625 
■781 
•937 
100 
1-25 



I 

I 
') 



56 
87 
19 
2-50 
2-81 
3-12 

:mi 

3-73 

4-06 

4-37 

5-00 

5-62 

6-25 

6-87 

7-50 

8-75 

10-00 

11-25 

1312 

15-00 



•656 

■750 

•937 

1-12 

1-31 

1-50 

1-87 

2-25 

2-62 

3-0O 

3-37 

3-75 

1- \2 

4-50 

4-87 

5-25 

6-00 

6- 75 

7^50 

8-25 

9- 00 

10-50 

1200 

13-50 

15-75 

18-00 



1 

1 
1 
1 

2 
2 
3 
3 



875 

09 
31 
53 

75 
19 
62 
06 
50 



3-94 
4- 37 

525 
5-69 
6-12 



7 
7 
8 
9 



00 
87 
75 
62 
10-50 
1225 
1400 
15-75 
18-37 
21-00 



1 
1 
1 
2 
2 
3 
3 
t 
4 
5 
5 
6 
6 
( 

8 
9 



25 
50 
75 
00 
50 
00 
50 
00 
50 
CO 
50 
00 
50 
00 
00 
00 



10-0 
ll^O 
120 
140 
160 
180 
210 
21-0 



tot ()oU jn*i fivet 



-219 


■273 


•328 


-383 


■437 


■250 


-312 


-375 


■437 


■.><W) 


■281 


•352 


■422 


■492 


•563 


■312 


■391 


■469 


■547 


■625 


■311 


•430 


-516 


•602 


■687 


-375 


■469 


■ 562 


■656 


■7:.n 


•406 


-508 


■GU9 


■711 


-812 


•437 


-547 


-656 


•766 


•875 , 


'469 


•586 


■703 


■820 


•937 ' 


■500 


-625 


-750 


•875 


|-00(1 



« •• 



6-0 
7-0 

SO 

y-o 

U^u 
120 
I3-0 
140 
160 
180 
20- 
22- 
24-0 
28-11 
32- O 
360 
12 
48- ■> 

■875 
l-0«J 
1-125 
1 • 250 
1-375 

I - 112.'. 
1-750 

I^«7i 

:; ■ ix>i I 



( 



r 




2S7 






irl 




i 



V 




MOMENTS OF INERTIA OF TWO PLATES 

PER INCH WIDTH, ABOUT THE XX AXIS. 

For Plates to B. F. Beams, use tabl« on pa^es 260, 261. 



Inside 
D«pth. 

d 



Ins. 

6 
7 

8 
B 

la 

11 

12 

la 

14 
15 

le 

17 

IS 
19 
20 

21 

22 
23 

24 
25 

2S 

27 
28 
20 

80 

31 
32 



34 
36 
S6 
87 

38 
39 

40 
41 

42 
48 
54 
60 



3/a 



Ids • 

7-63 
10-21 
1316 
1&-49 



20 
24 
28 
33 

38 
44 

50 
56 



19 
27 
72 
55 

75 
33 
29 
61 



63-32 
70-39 
77-8.^ 
85-67 

93 88 
102-40 
111-41 
120-74 

130-44 
140-52 
150-97 
161-80 



221 
234 
248 
261 



57 
64 
10 
93 



276-13 
290-71 
305-66 
320 ■ 99 

336 - 69 
438-79 
554-38 
683-47 



Thickneis U) of Plates in Inches. 



1/2 



Ins.* 

10-58 
14-08 
18-08 
22-58 



27 
33 
39 
45 



58 
08 
08 
68 



52-58 
60-08 
6808 
76-58 

85-58 
95-08 
105-08 
115-58 

126-58 
138-08 
150-08 
162-58 



175 

189 
203 
217 



58 
08 
08 
58 



173-00 232-58 

184-58 248-OU 

196-5-1 264-08 

208-86 280-58 



297-58 
315-08 
333-08 
351-58 

370-58 
390-08 
410-08 
430-58 

451-58 
588-08 
742-58 
915-08 



5/8 



Ins.' 
13-76 
18-21 
23-29 
28-99 

35-32 
42-27 
49-85 
58-05 

66-88 
76-33 
86-41 
97-11 

108-44 
120-39 

132-97 
146-18 

160 00 
174-46 
189-54 
205-24 

221 -57 
238-52 
256-10 
274 - 30 

293-13 
312-58 
332-66 
353-37 

374-69 
396-65 
419-23 
442-43 

466-26 
490-71 
515-79 
541-49 

567-82 
738-91 
932-51 
1148 C 



3/4 



7/8 



U 



1i 



u 



Ins.' 


Ins.* 


Ins.* 


Im,* 


Ins,' 


Ins.* 


17-16 


20-79 


24-67 


28-79 


3318 


37-83 


22-59 


27-24 


32-17 


37-37 


42-86 


48-66 


28-78 


34-57 


40-67 


47-07 


53-80 


60-86 


35-72 


42-78 


50 17 


57-90 


65-99 


74-43 


1 

43-41 


51-85 


60-67 


69-86 


79-43 


89-39 


51-84 


61-81 


72-17 


82-93 


94-11 


105-72 


61-03 


72-63 


84-67 


97-13 


110-05 


123-42 


70-97 

1 


64-34 


98-17 


112-46 


127-24 


142-50 


1 

81-66 


96-91 


112-67 


128-92 


145-68 


162-95 


93-09 


110-37 


128-17 


146-49 


165-36 


184-78 


105-28 


124-70 


144-67 


165-20 


186-30 


207-98 


118-22 


139-90 


162-17 


185 03 


208-50 


232-56 


131-90 


155-98 


180-67 


205-98 


231-93 


258-51 


146-34 


172-93 


200-17 


228-06 


256-61 


285*84 


161-53 


190-76 


220 ■ 67 


251-26 


282-55 


314-55 


177-47 

1 


209 -40 


242 17 


275-59 


309-74 


344-62 


194-15 


229-04 


264-67 


301-04 


338- 17 


376-07 


211-59 


249-49 


288-17 


327-62 


367-86 


408-90 


229-78 


270-82 


312-67 


355 - 32 


398 - 80 


443-11 


248-72 


29302 


338-17 


384-15 


430-99 


478-69 


, 268-41 


316-10 


364-67 


414-11 


464-43 


515-64 


288-84 


340-06 


392 17 


445-18 


499-11 


553 ■ 97 


310-03 


364-88 


420-67 


477-39 


535 05 


593-67 


1 331-97 


390-59 


450-17 


510-71 


572-24 


634-75 


1 

354-66 


417-17 


480-67 


545-17 


610-68 


677-20 


378 09 


444-62 


512-17 


580 - 75 


650-36 


721-03 


402-28 


472-95 


544-67 


617-45 


691-30 


766-23 


, 427-22 

1 


502-15 


578-17 


655 - 28 


733-49 


812-81 


1 

452-91 


532-23 


612-67 


694-23 


776-93 


860-76 


479-34 


563-18 


648-17 


734-31 


821-61 


910-09 


506-53 


595-01 


684-67 


775-51 


867-55 


960-80 


! 534-47 


627-71 


722-17 


817-84 


914-74 


1012-9 


1 

563-16 


661-29 


7GO-67 


861-29 


963- 18 


1066-3 


592-59 


695-74 


800-17 


905-87 


1012-9 


1121-2 


622-78 


731-07 


640-67 


951-57 


1063-8 


1177-4 


653-72 


767-27 


882-17 


998-40 


11160 


1234-9 


685-41 


804-35 


924-67 


1046-4 


1169-4 


1293-9 


891 -28 


1045-2 


1200-7 


1357-7 


1516-3 


1676-5 


1124-2 


1317-5 


1512-7 


1709-6 


1908-2 


2108-6 


1384-0 

1 


1621-4 


1860-7 


2101-9 


2345 1 


2590-2 

1 



Inside 
D«pth, 

d 



Ids. 

6 
7 
8 
9 

10 
11 
12 
13 

14 
15 
16 
17 

18 
19 
20 
21 

22 
23 
24 
25 

26 
27 
2S 
29 

SO 
81 
82 
S3 

84 
85 
86 
87 

38 
39 
40 

41 

42 
48 
64 

60 



M 



r 



> 



I 

7 
I 
I 

U 
U 

u 
u 

u 

IS 

u 
v 

II 

u 

« 



a 

« 

Ji 

M 

a 
a 

a 
11 
a 
a 

a I 

a 

a 



IS 

a 



258 



'- f« 



— ^ 

£S 


1 






















1 




MOMENTS OF INERTIA OF TWO PLATES-Continued. 




Iniiae 
Dtoth. 




Iniidc 
Depth. 


Thickn«s& (t) of PlaUs iji Tnches. 


Inside 
Depth. 

d 


i 




d 


u 


If 


u 


11 2 

1 


2i 


2J 


2| 


3 


fl 

7 
8 
9 


Id*. 

6 
7 
8 
9 


Ins.* 
42-75 
54-75 
68-25 
83 -25 


Ins.* 

■ ■ > 

92 -44 


•■. 

102-01 


Ins.* 


Ins.* 

« I I 


Ins,' Ids.* 

• *- Air 

* ■ « • ■ « 
■ ■ ■ ■ • • 


■ « ■ 
■ ■ * 


■Ins,' 

■ ■ q 
> • ■ 

I ■ * 


Ins. 
« 

7 
8 
9 


10 
11 
12 
13 




10 
11 
12 
13 


09-75 
n7-75 

137-25 
158-25 


110-52 
130-22 
151*55 
174-50 


121-70 
143-13 
166-32 
191-26 


156-50 
181-58 
208-53 


170-33 
197-33 
226-33 


• I I 
■ ■ ■ 


■ « ■ 


■ *• 
• • p 

■ ■ ■ 


« A • 

■ • • 

> > > 


10 
11 
12 
13 


11 
15 

16 

i; 




14 
16 
16 
17 


180-75 
204-75 
230-25 
257-25 


199 08 

225-28 
253-11 
282-56 


217-95 
246-38 
276-57 
308-51 


237-3G 257-33 
268-06 290-33 
300'64 325*33 
335-10 362-33 


298-97 
336-65 

376-59 
418-78 


430-42 
477-92 


486-86 
539-80 


■ I ■ 

546-0 
604-5 


14 
15 
16 
17 


18 
19 

20 
21 


H 


18 
19 
20 
21 


285-75 
315-75 
347-25 
380-25 


313-64 
346-34 
380-67 
416-63 


342-20 
377-63 
414-82 
453-70 


371-42 401-33 
409-63 442-33 
449-71 485-33 
491 -66 530-33 


463-22 527-92 
509 90 580-42 
558-84 ' 635-42 
610-03 692-92 


595-49 
653-93 
715-11 
779-05 


666 
730-5 
798-0 
868-5 


18 
10 
20 
21 


22 
23 
24 
25 




S2 
23 

24 
25 


414-75 
450 -75 
488-25 
527-25 


454-20 
493-41 
534 ■ 23 
576-69 


494-45 
536-88 
581-07 
62701 


535-49 577-33 
581-19 626-33 
628-77 677-33 
678-22 730-33 


663-47 

719*15 
777*09 
837-28 


752-92 
815-42 
880-42 
947-92 


845-74 
915-18 
987-36 
1062-3 


942 
1018-5 
IK'JS'O 
1180-5 


22 
23 
24 
25 


2S 
27 
28 
29 


\ 


26 
27 

28 
29 


567-75 
fi09-75 
tJ53-25 
698-25 


620-77 

666-47 
713-80 
762 ■ 75 


674 • 70 
724-14 
775-32 
828-26 


729-55 
7.82-75 
837-83 
894 -79 


785-33 
842-33 
901 -33 
962 33 


899-72 1017-9 
964-41 1090-4 
1031-3 1165-4 
11005 1242-9 
t 

1172-0 1322-9 
1245-7 1405-4 
1321-6 1490-4 
1399-8 1577-9 


1140-0 
1220-4 
1303 -*i 
1389-6 


1266-0 

1354-5 
144G-n 
1540-5 


26 
27 
28 
28 


30 
31 

32 1 
33 

1 


30 
31 
32 
33 


744-75 
792-75 
842-25 
893-25 


813-33 
865-53 
919-36 
974-81 


882 ■ 95 
939-39 
9»7-57 
1057-5 


953-61 
1014-3 
1076-9 
1141-3 


1025-3 
1090-3 

1157-3 
1226-3 


1478-2 
1569-7 
1663-9 
1760-8 


1638-0 
1738-5 
1842-0 
1948-5 


30 
31 
32 
33 


34 

35 
36 
37 


! 


34 
35 
36 
37 


945-75 
999-75 
1055-3 
1112-3 


1031-9 
1090-6 
1150-9 
1212-9 


1119-2 
11826 
1247-8 
1314-8 


1207-7 
1275-9 
13460 
1417-9 


1297-3 
1370-3 
1445-3 
1522-3 


1480-2 1667-9 
1562-9 1760-4 
1647-8 1855-4 
17350 1952-9 


1860-5 

1 962 ■ 9 
2068 ■ 1 
21761 


2058-0 
2170-5 
2286-0 
2404-5 


34 
35 
30 
37 


33 

39 
40 ! 

41 


1 


38 
39 
40 
41 


1170-8 
1230-8 
1292-3 
1355-3 


1276-5 
1341-7 
1408-5 
1476-9 


1383-4 
1453-9 
1526 1 
1600-0 


1491-7 ( 1601-3 
1567-4 1682-3 
1645-0 1765-3 
1724-5 1850-3 


1824-5 2052-9 
1916-2 2155-4 
2010-1 2260-4 
2106-3 2367-9 


2286-7 
2400-2 
2516-4 
2635 - 3 


2526-0 
2650-5 
2778-0 
2908-5 


38 
39 
40 
41 


42 
48 
54 

60 


1 


42 
48 
54 
60 


1419-8 
1 838 ■ 3 
2310-8 
2837 - 3 


1547-0 
2001-6 
2514'7 
3086-3 


1675-7 
2166-6 
2720-4 
3337-3 


1805'8 1937-3 
2333-1 2501-3 
2928-0 3137-3 
35W-3 [ 3845-3 

1 


2204-7 2477-9 
2842 li 3190-4 
3561-5 3992-9 
4361-3 4885-4 


2757 
3544-9 
4431-7 
5417-6 


3042 
3906 
4878-0 
5958 -0 


42 
48 

64 
60 



m 



« 



i 



I 



It 



11 




TesH. 
Extras, 



■fiatu 



Blatn. 
t«W„. 



i 



259 



CM*. 




It< 




*^ 



X- d— X 



MOMENTS OF INERTIA OF FLANGE PLATES 

FOR B,F. BEAMS AND OTHER METRIC SECTIONS. 



DEPTH OF BEAM 



Nominal. 



lochfs- 

e 

61 

7 

8 

8<^ 
8i 
10 

lOi 
11 
12 
12i 

13 J 
14 
15 
16 

17 
18 
19 
SO 

22 
24 
26 
28 

30 
32 
34 
36 

38 
40 



Eract. 



Inches. 

5*51 
5-91 
6-30 

7-09 

7-87 
8-66 
9-45 
9-84 

10-24 
U-02 
11-81 
12-60 

13-39 
1417 

14-96 
15-75 

16-73 

17-72 
18-70 
19-69 

21-65 
23-62 
25-59 
27-56 

29-53 
31-50 
33-46 
35-43 



Mm. 

140 

150 
160 
180 

200 
220 
240 
250 

260 
280 
300 
320 

340 
360 
380 
400 

425 
45U 
475 
500 

550 
600 
650 
700 

750 
800 
850 
900 



37-40 950 
39-37 I 1000 



MomcDt 

of 

Inertia 

of Beam 



I.ol 

bole 
1' dia. 
in each 
Flange. 



MOMENTS OF INERTIA OF PLATES. PER INCH WIDTH 



i' 



r 



i' 



1' 



n 



Ins.* 

36-6 
45-6 
63-3 
92-1 

143 
193 
281 
319 

362 
498 
619 
775 

888 
1084 
1224 
1457 

1669 
2023 
2285 
2719 

3372 
4344 

5208 
6494 

7598 
8802 
10GG5 
12158 

13765 
15490 



Ins.' 

6-0 

7-0 

9-1 

11-8 

16-6 
20 4 
27 1 
29-6 

32 2 
41-3 
47-9 
59-7 

68-0 

82-8 

930 

111 

127 
152 
171 
203 

248 
315 
373 
401 

532 
609 
728 
821 

918 
1021 



Inches.' 

6-50 

7-42 

8 36 

10-45 

12-77 
15-32 
1810 
19-59 

21-12 
24-37 
27-85 
31-57 

35-51 
39-69 
44 11 
48-75 

54-88 
61-38 
68-24 
75-46 

91-00 
108-0 
126-4 
146-3 



Inches.* Inches.* Inches.* ' Inches.* Inches.* Inches,* 



9-05 
10-29 
11-58 
14-41 

17-55 

21-00 
24-77 
26-77 

28-84 
33 - 22 
37-91 
42-91 

48-23 
53-85 
59-78 
66 02 



U-80 
13-39 
15-03 
18-63 

22-61 

26-99 
31-75 
34-28 

36-94 
42-45 
48-37 
34-68 

61-39 
68-47 
75-95 
83-81 



14-76 
16-70 
18-71 
23-10 

27-96 

33-28 
3908 
42-15 

45-33 

52-06 
59-24 
66-88 

75-01 
83-58 
92-63 
102-1 



74-26 94-19 

82-99 105-2 

92-19 116-8 

101-9 , 128-9 



114 
128 

142 
156 



7 


7 



122-7 
145-5 
170-2 
196-8 



167-7 225-4 

190-5 256-0 

214-7 , 288-4 

240-4 322-8 



267-6 

296-2 



359-2 

397-4 



155-1 
183-8 
214-8 
248-3 

284-2 
322-5 
363 2 

406-3 

451-9 
499-9 



188-3 
222-8 
260-3 
300-6 

343-8 
390-0 
439-1 
491-0 

545-9 
603-7 



17-95 
20-25 
22-63 
27-85 

33-60 
39-90 
46-74 
50-37 

54-12 
62-06 
70-52 
79-58 

89-09 
99-18 
109-8 
1210 

135-7 
151-3 

167-8 
183-0 

222*2 
262-7 
306-6 
353-8 

404-5 
458-6 
516-0 
576-9 



21-36 

24-04 
26-81 
32-87 

39-54 
46-83 
54-76 
58-95 

63-29 
72-45 
82-23 
92-62 

103-6 
115-3 
127-5 
140-4 



157 
175 
194 
214 



4 

3 

2 
1 



25-00 
28-08 
31-25 
38-17 

45-79 
54-11 
63-13 
67-90 

72-84 
83-26 
94-37 
106-2 

118-7 
131-9 
145-8 
160-4 

179-6 
199-9 
221-3 
243-8 



256-8 
303-3 
353 
408 



7 





292 
344 
401 
463 



1 

7 
7 




641 

708 



1 

7 



466-1 
528-2 
594 1 

663-8 

737-5 
8150 



528-8 
598-8 
673-2 

752-0 

835-2 
922-6 



(1) EXPLANATION. The tabic gives tlic I, per inch of width ofapalr of plat«8ofUieipedflrdthiclCBCM(t). 

The tabulated T^ for the bcftm faad for ho1e«) is for a B.F. nenm o( the medium weight (Dim series]. 
For the moments of inertia of other weight! ol these sections, mc table on page 16. 

(Continued oppotitc I 




B<1 

1413 




.,wl 

















1 




MOMENTS OF INERTIA OF FLANGE PLATES 






1 




FOR B.F. BEAMS AND OTHER METRIC SECTIONS— Continued. 






1 


MOMENTS OF INERTIA OF PLATES. PER INCH WIDTH —Continued^ 


N "1 I 




1 


ir 


11' ir 11' If li' r 21' 2i' 2r 2i' 


d 




1 


Incllei ' 


Inclie*.* lncli«).* 


lacbr*.' Inchn,* 


Inches.' InclM*.* 


1 


thcbw-' 


Inctici. 




1 


28-80 


33 02 


■ ■■ > p > 


> • ■ 


> • > 




•«• •>• 


A • ■ 


Si 




1 


32-37 


36-92 ... ... ..• 


> * • 


■ • > 


'" 


• •* • •• 


... 


6 




B 


35-95 


40-93 


• • > •« « 


* * * 


■ >> 


««• «*■ «•• ■•■ 


81 




1 


43-77 


4i)-66 55-86 


V > > •• « 


.-. 


■ •• 


vvt '*' •>> 


> •• 


7 




1 


1 

53-36 


59-24 66-47 


t ■■ ■ 1 1 


>•■ 


1 ■ « 




■ • • • ■ ■ 


*• > 


8 




1 


61-72 


69-68 78-00 


• •• >• t 


««■ > I I 


■■■ I «■• ••• «•« 


Si 




1 


71-87 


80-98 90-47 


* «■ ■» • 


■ ■ V ■ ■ ■ 




• ■* «■« 1 m* t 


91 




1 


77-23 


86-95 97-06 


• *• •• • 


i 

■ ■> * > * 
i 




*■* *■• a.k 


10 




1 


82-78 


93 12 103-9 1 115 126-6 ... ] ... 




I - « a - 1 tf. 


10 i 




1 


04- 48 


106-1 118-2 : 130-7 U3-7 


i ■ < 


■ ■ ■ 


mm* '•• *i< AB< 


U 




1 


t06-9 


120-0 133-4 


147-4 I61-S 


>■« ■ ■ ■ 


«** ••■ mma t ••• 


la 




1 


120-2 


134-7 149-6 tlI5-l 181-0 


107-5 214-4 


231 9 

J 


■ > • 


«■ > 


X2* 




1 


131 2 


150-2 166-8 184-8 201-3 

1 


219-4 ' 238-1 


257-2 


• * « ■ 4 ■ 


131 




1 


149-0 


166-6 184-8 


203 5 222-7 ' 242-5 262-9 283-8 


• « • a « > 


14 




1 


164-6 


183-9 203-8 


224-2 245 2 266 8 289-0 3i|.8 


1 


IS 






180-9 


202-0 223 -7 245-9 268-8 

1 


292-3 316-3 3410 


1 


16 






302-4 


1 

225-8 249-9 274 5 299-8 


325-7 352-2 , 379-4 


17 






225-2 


2510 277-5 304-7 332-5 360-9 390- 1 ' 419-9 450-4 481 6 513-5 


18 






34(».l 


277-5 306-6 336-4 366-9 398-0 429-9 


462-4 495-7 529-7 564 5 


19 






274-2 


305-4 337-2 369-7 402-9 


436-9 471-6 5070 543-2 580 1 617 8 


20 




1 


328-2 


365-0 402-6 1410 480-2 


530-1 560-8 602-4 644-7 687-9 731 






w 


387-0 


4300 473-d 518-6 564-2 


610-6 657-8 705-9 : 754-9 804-8 855 5 


21 






450-6 


500-3 5510 602 5 655-0 ' 708-3 763-6 ' 817-8 873-9 931-0 989-0 


28 






519-0 


576 633-9 692-7 752-5 

1 


813-3 875-1 937-8 1001 1066 1132 

J 1 1 1 1 


28 




4 


592 4 


0J7-0 722-6 789*2 


894l<9 


9aS*S 1 995*3 


1066 1138 


1 
1211 1285 


HA 






670-5 


743 3 8171 892-0 9680 


1045 1123 ! 1203 1283 


1365 14 17 


32 




1 


753 5 


834-9 917-5 1001 1086 1172 1259 


1347 1437 


1528 1619 


34 




Ul-3 


031 - 9 1024 1116 121 1 1306 1403 

i 1 


1500 1599 1700 1801 
1 


36 






B34 1 


1 

1034 1136 1238 13.42 1447 1554 


I 

1662 1771 1881 1993 


38 






1032 


1142 t253 1366 1480 ' 1596 1713 1S31 19S1 2072 2194 


«0 






(9) 


ALTERNATIVE TO PLATING Tiilmi the qu^iiilitv rrquttrd is Ihflinkf. thrrc U seldom an> 
Id pUtlas U.h\ l)4-am3— since, by apucint; the mlU, they can be producrft id to matt) wei^i 


poiat 
tils. 






O) 


FORMULA, 1- \id -h ttf — d*] ■*■ la 






' 




in which l » thirkiie«i of pUtoa vn e^ch B*ng», d ~ dsptb of hewn. 







261 



• 

i 





I* 



A 



2t2 



m 



\ 



TESTS. 

Various Specifications Compared 

Tests for Broad Flange Beams 

British Standard Specifications 15 and 548 (abstracts) 
List of Principal British Standard Specifications 

Standard Test Pieces (for tensile test*) 

Table of Tensile Equivalents 

Draft Specification for Steelworlt 

Summary of B.S.S. 449 and London Bye-laws ... 



Pacb 

264-266 

2Q7-268 

269-270 

270 

271 

272 

273-278 

279-285 



EXTRAS 



Broad Flange Beams 
Joists, Channels, etc. 



■ »* 



'■ • 



S86-2M 

290 



T#fl». 



263 







L 



ff^ 




I 



\ 



m 



COMPARISON OF TESTS FOR STRUCTURAL STEEL 



Below are given the raain provisions governing the quality of structural steel, as 
prescribwl by the British Standards Institution and the principal foreign authorities. The 
comparison is both interesting and instructive. 

The abbreviations employed are : T = Tensile strength ; / = thickness of test piece. 

For Cold Bend tests, the figures given below in terms of t are the diameter of the mandril 
round which the test piece must bend through an angle of 180° without sign of fracture. 

Approximate equivalents in tons per square inch are given for the specified minimum 
tensile ; for more exact equivalents, refer to the table on page 272. 

The stated elongations are measured on a gauge length of 200 mm, or 8 inches. 

1. British Standard Specifications. 



B.S.S. 15— iy36 



B.S.S. 548—19:14-.. 



Tensile 28-33 tons per square inch. 
Elongation 20% {t = J' and over). Cold Bend 3t, 
Open hearth (basic or acid) or Bessemer acid process. 
Phosphorus and sulphur each 06% max.* 

Tensile 37-43 tons per square inch. 

Klongation iS% (' = I ^"d o^"«)- Cold Bend 3/.« 



2, German Industrial Standards (D.LN.). Three grades arc sUodardised :— 



St. 37/12 
St. 42/12 
St, 44/12 



Tensile 37-45 kilos, per 5^. mm, (23* tons min,)- 
EIongatioD 25% min. Cold Bend li- 

Tensile 42/50 kiJw, (26| tons min.). 
Elongation 24% min. Cold Bend 2^ 

Tensile 44-52 kilos, per sq. mm. (2R tons minj. 
Elongation 24% min. Cold Bend 3/. 



3. German State Railways. These abo employ the following; — 

St. 48 .,. Tensile 48-58 kilos. (30J tons min). Yield point 29 kilos. (18^ tona 

nun.). Elongation 18% min. Cold Bend 21. 

St, 52 ... Tensile 52-62 kilos, {33 tons minO- Yield point 36 kilos. (23 tons min.). 

Elongation 2t>% min. Cold Bend 2/, 

N.B,*— The last*namcd steel — a copper chromium alloy — has also been exten^vely 
employed in building construction. 

4. French State Railways. 

Rolling Stock : 'Jensile 42 kilos rain. (26| tons). Yield point 24 kijos. niin. {\b\ tons). 

Klongation 25% min. Cold Bending, flat without mandril. There is 
also a punching test. 



Bridges : 



As above, but Cold Bending is round 1^1. 



X.B — The Public Works Department requires test pieces to bend double flat, for 
bridge construction. 



> Further detaJb on pm^ SI 
* Further details on po^ STO. 



I 



264 



f"* A-if 



N 



I 



COMPARISON OF TESTS FOR STRUCTURAL STEEL.-Cont'd 



6. American Society for Testing Materials (A.S.T.M.). A7 (Bridges and Buildings). 
Id addition to the undermentioned mechanical tests, the Open-Hearth procc,.-, is specified 



and the following chemical limits xinth a tolerance of 25% : Phosphorus -1)4% i-06% for acid 

lax. Tensile strength 5:>-65,0(J0 lb. (241 tons min.) . Yield \xnnt 



^1) Siilphur -05% max ........ .„...g^. .^...v^uu .u. ^;:*s ions mm.,, .x ,eld p<Mnt 

60% mm Elongation 1.^00,000 - T. min.« Cnid Bend rests' J- and under, ^ /. Over 
i to I . a = (. Over 1 , d ranges from 1 J to 3 / according to thickness. 

■N.B.— The foregoins data are not applicable to Kivets, for which a softer steel is specified. 



GENERAL NOTES. 

r^f».M''L^t"^'l'°"»'''''^.f^^''' ?°"' '^^^'^^S^"* ^'^ the prescriptions in different countries in 
tefques^ons Seriatim -^ ^ P'°"'' ^'"' *^*'"""^"' ^""'>'^'^- ^^^""^ ^""' »""« 

^t^Jlil^ 7i!^ ^.^ °I"^J''^^ *i'^*,°t''" countries prefer for general structural purposes a softer 
SpecJaUy in Germany '° ^^ *°"' '^°"'^- ^"^ '"^*' ^'"'"'^ '^'^^'' ^^ ^'^° "'^'^• 

sulDbui a^orrf.n^. fn'lh "^ ^'^i ^'"f ""^^^ authorities Vary the specified limits of phosphorus and 
suipQur according to the steel-making process. 

nor L";;!. J^^^ Continental authorities make no stipulations as to the process of manufacture; 
nor any stipulations as to chemical aoaJysis, relying wholly on mechanical tests. 

rtiff.3!lf^ differences in national speciiications are. in fact, due m the main, not so much to 
"TcnDomk natTonahsm°-'°'°° ^' '*" economic and practical considerations and an elemenfoE 

initsT!Hl"H=,f'"ifT^^^'''^^'''^ ^^^ '■'*'* °^ *•■* ^^^^' Centur>-.the Bessemer process, u-hich 
m L^l/JX Q P^°'*H5^'^ ^'iry ""satisfactory results, uas in England well-nigh abandoned 
Lrade of Jl.; .\ T^°',i'r°""^'^'' Furnace, using the Acid Process. By this process, the 
fbout^nSn '°"''* u' P'^^^""^ "'ost cheaply was that shewing a tensile strength of 

and^^Llr i ^" s<3"37 '"ch ; to produce a softer steel meant prolonged working in the furnace 
mto h.,.f T .V, . Jk"" * **\"1>^^* '^^ '^'^^sic British 28/32 (now 28/33) tons tensile came 

Sducer^nV n^T * ***'. "^"x- ^™'.^'f ^^ ^^" ^'""^^^ ^"^'^^'y abandoned, this economic 
Lnd hi; no longer exists. Nevertheless, the 28/33 tons grade has remained the standard 

st^leS».^/^^^f"V'^^ satisfactory- lor all ordinary requirements: but for shipbuilding, 
steel exposed to heat, arc welding, etc.. a softer, more ductile steel is usually prefeir-d • 

hiehlt'^hlVf^ ^M* ^! the advantage, other things being equal, that it can'safeiv be stressed 
softtt^^Vl;.^ ir .^'^'^''i!'';;''^"^ '" °^^^' countries. As compared, for example. w,th the 

hirh:;TL"nX^l^on"t^tTa;t:eSl7**^^ ""'^'''^ ^*^' ^^"- '" ^^^^^^ " '^^^'- ^ ^'^^^ '^ '- 

[Continued on oage 266 ] 



• FOT st«l ov« I' or under *■ thick, redutwl percentages of riongRtioD are allowed. 
dact,i,^^hiti°u\'S ^"'mLV'J^^If^ '"? '"'•^"' '*"en?th cannot be obtained wiU.^ut 3 corr^pondiiig McriScc of 



265 



i 




f 



I 



m 



COMPARISON OF TESTS FOR STRUCTURAL STEEL.— Cont'd. 



266 



Process. The customary British and American stipulations in regard to process and 
chemical analysis are likewise traceable to a variety of consideratioos, not wholly technical. 

AmoDg British and American engineers, there is a very strong prejudice against the 
Bessemer, and more particularly the Bessemer Basic process. It is attributable to a variety 
of considerations — failures in the early days, notably that of the Embabeh Bridge in Egypt; 
a desire to exclude foreign steel, which was often of inferior quality ; and, finally, because the 
steel maker can, undoubtedly, exercise greater control over the steel in the Open-Hearth Furnace. 

Under modem conditions these considerations have lost most of their validity- The 
Bessemer Basic process, as employed by the leading Continental works, has been enormously 
improved, and the necessity of control during the steel-making process has been minimised by 
the use of ores of uniform composition and large mixers. 

Chemical Analysis. As is well known, sulphur and phosphorus render steel brittle in tbc 
hot and cold states respectively. One common objection to the Bessemer Basic process is that 
It demands a higher allowance of phosphorus than the Open-Hearth process, for there is the 
risk of burning the metal if the blow is continued utitil the whole of the phosphorus is removed ; 
some ifi inevitably added also from the slag when the " additions " — ferro-manganese etc, — 
are madtv 

In fact, however, the presence of phosphorus up to '08%, in mild steel, seems to be 
practically negligible in its effects. Defective steel is most often caused by factors independent 
of its chemical composition and of the steel-making process, such as oxidisation, occluded gas, 
teeming of the ingots at too high or too low a temperature, insufficient cropping of the ingot. 
A defective product may also result from internal stresses caused by iJl-designed rolls, too low 
a temperature in rolling, or too rapid cooling. 

In short, the Continental practice of prescribing mechanical tests alone {tensile and cold- 
bending tests), leaving the manufacturer free to choose his own means of arriving at the desired 
results, seems to be the more scientific attitude. 

The following pronouncement of the Chairman (Dr. W, H, Hatfield) of a Joint Committee 
of the Iron & Steel Institute and National Federation of Iron & Steei Manufacturers on 
the Heterogeneity of Steel Ingots is of interest in this connection ; — 

" The nature of the inside of the ingot determined the application of the steel to a given 
purpose : and the nature of the inside of the steel was entirely independent of the process. The 
process used was determined by the cost of that process under local conditions/' (Iron & 
Steel Institute. 4th Report on the Heterogeneity of Steel Ingots, 1932. page 222.)* 



* A suggestion bad been oude thnt the thick -»kitiDed CoDtinenUU inisot witb secrectttioD confioed lo the interiot 
is, for some punwaes ai lasl. superior to tbe ordifuiTy Opa-Hcflrth it^ej in^oi. Tbe ftAtemeut quoted ^Uive wu 
pi4i4e in response to rc^ue5t£ that it ^buuld be slated that similAr Ingots can be pronjuctd ta OptS-UcaxXb itcti. I'Tom 
the eti^rrcf * flondpoml it is cJoirly jTeJeraMe thai ^RTrgatkin ihoutd be ronficed To \hc iotcnor of the iogot, «ince 
the frkiu tfi the »DK<it ^vrre^f^tDdA Xo the oulet fibrc» of Xht ^UheO #eclk/», wbae iujnniLl]> the crcatcat ■tmiM oocuf. 



i 



* '-- r ',- '*j»* -tT r^t-fK 



! 



TESTS FOR BROAD FLANGE BEAMS. 



PROCE88. 

Thesteel-raakingprocessemployedatDifferdangeisthe Bessemer Basic or Thomas 
process. Their beams have been extensively employed in every tj'pe of structure 
during the last 35 years : not only in buildings of all kinds, but in crane runways, coaling 
staiths. wharves and main-line railway bridges. Many authorities who ordinarily 
reject Bessemer Basic steel for bridge construction — e.g., the various Australian 
State Railways, the Chinese Government Railways, and the leading Argentine railways 
— have made an exception in favour of the Difierdange product, recognising that it is 
fully equal to that of the best Open-Hearth steelmakers. Its unimpeachable quality 
is due to the facts that the DiSerdange Works make their steel from local ores of 
uniform composition, use large muters, and crop the ingot drastically in its passage both 
from the blooming to the intermediate mill and from this to the finishing mill ; also to 
the nature of the rolling process, i.e.. the Grey Process (see pages U-13). 

AVAILABLE QUALITIES. 

(N.B. — The undermentioned extras, some only approximate, were those ruling in 
Dec. 1947 ; they are liable to alteration without notice.] 

(i) • Standard ' quality, tensile strength 26/30 tons per square inch, with 
22% minimum elongation in 8 inches (on metal |" and thickert)...nQ extra. 
This grade is recommended as the best for most purposes. J 

(ii) British Standard quality, tensile strength 28/33 tons per square inch, 
with 20?; minimum elongation in 8 inches (on metal J" and thicker|)...6/- per ton 
extra, in addition to the undermentioned extra for test certificate or inspection, when 
required. 

(iii) Soft steel, having a tensile strength of 23i to 28 tons per square inch, with 
25% minimum elongation in 8 inches (on metal J" and thickert)...no extra. 

(iv) To the German St. 48 specification, viz. : — Tensile strength 48-58 kilos 
(SOi tons min.), yield point 29 kilos (18J tons) min., elongation I8^i minimum 
in 8 inches.. .about 50/- per ton extra. 

(v) To the German St. 52 specification [Chrome- copper steelj, viz. : — Tensile 
strength 52-62 kilos (33 tons min,), yield point 36 kilos (23 tons min.), elongation 
20% minimum in 8 inches.. .about £3 per ton extra. 

(vi) To the mechanical tests of the A.S.T.M. specifications A7 or A9 (tensile 
55.000-65,000 pounds). ..no extra. 



t British StaDd.-^rd Spedficatiou 15 reduces the minimum elongation to 16% for a thickne^ of 
under \' down to {', and eitminates tensile tests on material under i'. 

} Compare with the general notes on teasile strength above. The same grade (26/30 tons tensile) 
is employed by the Admiralty tor mild steel, and by the Boaid of Trade and I.loyds Registry for boiler 
plates. As the modului of ilailieity is practically constant for all grades of mild steel, the difieetiot* 
under a given load is the same whether the tensile strength be 26 or 33 tons per square inch. But an 
equally reliable product can be given to British Standard tests (28/33 tons tcnsiJe), if preferred. 



267 



1 



■eas 




tables. 






I 




TESTS FOR BROAD FLANGE BEAmS.— Continued 



EXTRA FOR TESTS AND INSPECTION. 

For any of the above-mentioned grades there is a further extra when sold subject 
to test certificate ur inspection, viz., 4s. Od. or lOa, Od. per ton respectively* 

COPPER CONTENT. 

Any of the foregoing grades can be supplied with a Copper content, if desired 
(' 25 to "35% unless othenvise specified) at an extra of about 15s. Od. per ton. 

LONDON BUILDINGS. 

The London County Council's 1932 Code of Practice, by stipulating that steel be 
made by the Open-Hearth process, temporarily stopped the use of Broad Flange Beams 
in London huiidinf;s, The Code is now obsolete, and permission can be obtained 
for the use of Broad Flange Beams (in Bessemer Basic steel) by application under §9 
of the London Building Act (Amendment Act) 1935 ; i.e., by a procedure similar to 
that necessar\- for welded steelwork and other t\"pes of construction not covered by the 
Council's Bye'La\\5. * 

ROLLING MARGINS- 

The roIHng niaryin required on Broad Flange Beams is 4% under and over 
theoretical weights ; and appropriate tolerances for wear and tear of rolls, etc., in 
profile and dimensions* 

\Vith the DiR (maximum) weights — and sections intermediate between the Din 
and DiR weights — the rolling margin required is 6% under and over, with tolerances 
of 1/16" and 1/8' in the thickness of webs and flanges respectively. 



1 Every ajiplicitioD muM be accompanied by adequate p&rticularsaad approval will be subject to 
conditions prescribed by the Council in each case. 



268 




1 



\v 



ect 



red 



be 
ms 
led 

59 
to 
:he 



,'er 
in 

IK 



10 



ABSTRACTS FROM 

BRITISH STANDARD SPECIFICATION No. 15 (Feb., 1936), 

structural Steel for Bridges, etc., and General Building Construction, 



Process. The only steel-making processes at present recognised are the Open-Hearlh Proces:> 
(Atid or Basic) and the Bessemer Acid Process ; with "OC^^ max. of Sulphur and of Phosphorus. 

[Until 1930, a "B" grade — Bessemer Acid or Basic — with -08% Phosphorus was 
recognised. Now that British makers |o£ structural steeli all employ the Open-Hearth Process 
there is, from the jiiaker$' standpoint, no need to recognise any other process ] 

Tensile Tests (5 B)- 

ia] 28 to 33 tons per square inch ^^ith 20'*^ minimum elongation in 8 inches; \Q% for steel 
from J' down to i' (Test piece A). This applies to Plates, Sections, and Flat Bars. 

(b) Round and Square Bars (other than rivet bars) the same tensile strength, but \Mth 
20*^^ mmimum elongation in H diameters (Test piece B) ; ilover 1' diameter, 21% in 4 diajuelcrs 
(Test piece B.l. formerly Test piece F.) 

(c) Rivet steel : 2b to 30 tons tensile per square inch with 2ti'^.'> minimum elongation in 
8 diameters or 30"o "" "* dian^eters (Test pieces B and Bl, formerly Test piece F, respectively). 

X B — For Round and Square Bars under J' (unless for concrete reinforccmiut , '*nly bend 
tests arc required- 
Number of Tests, etc< 

{a) Usually One tensile test per size or cast and another test for casts of over 25 tons, or 
in case of rivet steel for every lU tons or part thereof in excess oJ H) tons (5 6). 

{h) For mode of preparing and selecting Test Pieces, see §§ 3 and i. For dimensions, 
see B.5 S. 18-1938 or page 271 hereof. 

(c) See also § 12 (one chemical analysis per cast if required) ; 5 1^ (additional Tests) : § 13 
(Tests to be made at mills) ; § 21 {Test Certificates and Stock Material) ; §5 ly and 20 (Cast 
Xumbcis, Braadmg and Mill Sheets). 

Bend Tests. 

(a) To bend cold till sides parallel round a radius equal to 1 J times the thickness, but 
for round bars 1' diam, and less, the radius shall not exceed the diameter (§ 9). Test piece 
not less than IJ' wide or, if small, taken from section as rolled (§ 7). 

(fc) One cold bend test for each plate, section or bar as rolled. Bend tests will not be 
made on Rivet Bars (§ lU). 

Rivets. 

(a) Tensile tests, as above- 

(6) Shanks of finished rivets to l>end double cold without fracture, 

(c) Heads of finished rivets to riattcn hot without crackmg till diameter of head is 2j times 
that of shank (§ U). 

Rolling Margin (5 17). 2^*^^ unfter and over for Sections and Flat Bar^ ; for Plates over J' ; 
and for Kouuds, Squares, and liivct Bars over |', 

For Plates of J' and less, 5% under and over. For Rounds, Squares, and Rivet Bars j' and 
less. 4% under and o\'er. 

When a minimum weight is specified, the foregoing rolling margins arc doubled, and taken 
^shoIly over ; for a maximum weight, the rolling margin is doubled and taken wholly under, 

Outting Margin (5 17), 1' under and over (or 2' if over only). " Exact lengths" meacu 
told sawn or machined within J' " over and under," 



Variation In Depth of Beams and Channels. Up to 12' deep. ^' o\er or ^ 
abovt- 12' to 10', ^i' over or ^' under; above 16', 4" over or ^' under. 



under ; 



f W. 




26» 



tables. 






Id 



ABSTRACTS FROM 

BRITISH STANDARD SPECIFJCATION No. 548 (May^ 1934). 

High Tensrte Structural Steel for Bridges and General Building Construction. 



Process, Open Mearth (Acid or Sasic), or Bessemer Acid, \viih the following maxima : — 

Carboa 0-3^o (for Rivet Bars -25%), Sulphur 0-05%, Phosphorus 0-05% ; and subject 
10 agreement between maker and client. 0-06% Copper. 

Tensile Strength (§ 5), 

Plates, Sections, and Flat Bars ^" thick and over, and Rounds and Squares [concrete 
reinforcing and rivet bars excepted), i' thick cind over, the tensile breaking strength to be 37 to 
43 tons per square inch. For Plates, etc., under ■^' thick, and for Rounds and Squares (rein- 
forcing bars excepted), only bend tests are required. 

Yield point. 

For Plates. Sections and Flat Bars — 23 tons per square inch for thicknesses of f to li' 
inclusive, 22 tons for o\er IJ" thick up to Ij', 21 tons for over Ij' up to 2J', 20 tons for over 21' 
up to 2J', 19 tons for over 2}'. For Round and Square Bars — 23 tons per square inch up to 1' 
inclusive, 22 tons for over I' up to 1 J', 21 tofts for over 1 J' to 2', 20 tons for over 2' up to 21', 
19 tons for over 2*'. 

The rate of loading when approaching the yield point not to exceed | ton per square inch 
per second ; in case of dispute the divider method to be used. 



Elongation. 

On test piece* A or B, the minimum elongation to be l$% on steel J 
thicknesses under j'. On test piece Bl, formerly F, 22% minimum. 



'thickand thicker. 14% 



on 



Rivet bars. These to have a tensile strength of 30 to 35 tons per square inch with 22% 
minimum elongation on test piece B or 27% on test piece B! (formerly F). 

Other Clauses. 

The clauses relating to Number of tests. Bend tests. Rivet bend tests. Rolling and Cutting 
margins are similar to B.S S. 15-1934, brief extracts from which will be found oa page 269. 



OTHER BRITISH STANDARD SPECIFICATIONS. 



■Trr 



2-1&44 Tram Rails and Fir^hplates. 

4-iy.Ti Channels and Beams 
4a-1934 Angles and Tees, Properties. 

6-1924 Bulb Angles and Bulb Plates. 

8-)039 Steel tubular traction poles, 

9-1935 Bullhead RaUs. 
11-1936 Flat Bottom Rails. 
13-1942 Shipbuilding Steel, Structural. 
15-193(> Structural Steel for Bridges and 

General Building. 
18-1938 Tensile Tcstmg of ^fetals. 
24-Var. Materials for RolhngStock (6 parts). 



47-1928 
M^1940 
lUS-1919 
ISa-Var, 
325-1928 
449-1 937 
466-1932 
476-1932 

538-1940 
548-1934 

639-1935 



Fishplates for Rails. 
WTiitworth Screw Threads. 
Steel Bridge Rails. 
Girder bridges (S parts). 
Black Bolts and Nuts, Sires. 
Use of Structural Steel. 
Overhead Electric Cranes. 
Fire Resistiug Materials, 
Electric Arc Welding. 
High Tensile Structural St«L 
Arc Welding, Covered Ltectrodes. 



\kn 



270 



\ 



>*< 



i 



TENSILE TEST PIECES. 

BRITISH STANDARD FORMS AND DIMENSIONS. 



B.S.S. IS — 1938 Standardizes various test pieces for " Tensile Testing of 
Metals." 

The A types are chiefly for Plates, Flats, and Sections ; B for unmachincd 
Rods and Bars, 

TYPE A, This is a flat test piece with enlarged ends ; overall length about IS"*, 
parallel length 9" minimum, gauge length 8"; width 2" maximum for 
thicknesses of j" to |*, 1^ maximum for material over l". 

For thicknesses up to J*, gauge lengths of either 2" or 4", and widths of 
I" and 1" respectively are substituted. 

TYPE A1. This is an optional alternative for "special sheet and strip 
materials"; overall length about 15", gauge length 8", parallel length 9", 
width l\ 

TYPE B. This is chiefly for rods and bars up to 1" diameter: gauge length 
8 diameters, distance between grips 9 diameters minimum. {With hexagons and 
squares, for " diameter '' substitute distance between the flats.) 

TYPE B1. For rods and bars over 1" diameter, the gauge length is 4 diameters, 
and the distance between grips is 4J diameters minimum, 

N-B, — It must be borne in mind that tensile tests on material as rolled 
involve expensive machining and a substantial amount of waste : in the case 
of a heavy section, li feet of waste. For this reason, test certificates are 
nowadays usually founded on tests made on a specimen taken from the ladle, 
and an extra is charged for testing the material as rolled. Sections are tested 
in the direction of rolling ; plates both lengthwise and crosswise, or crosswise 
only. Except for high-class boiler plates, a reduced elongation is usually allowed 
in crosswise tests. 



272 



£:'^ 






CMC. 



A 




J 



'TTT 



fl 



272 







EQUIVALENT ' 


TENSILE STRENGTHS. 








Intermediate eauivalents can be 


calculated bv addition. 




_ _ 


Per Square Inch 


Kilos 
per 

Sq. Mm. 


Per Square Inch. 


Kilos 

oq. Mm. 


Kilos 

pel 

Sq. Mm. 


Pet Square loch. 


Tonfi. 


I,b. 


I.b. 


Tods. 


Toas. 


i tb. 


i 


1,120 


0-787 


1,000 


0-446 


0-703 


i 


0-317 


711 


1 


2.240 


1-575 


2,000 


0-893 


1-406 


1 


0-635 


1,422 


2 


4.480 


3 150 


3.000 


1-339 


2-109 


2 


1-270 


2.845 


3 


6.720 


4-725 


4.000 


1-786 


2-812 


3 


1-905 


4,267 


4 


8.960 


6-300 


5,000 


2-232 


3515 


4 


2-540 


5,689 


6 


11,200 


7-874 


6,000 


2-679 


4-218 


5 


3 175 


7,112 


6 


13,440 


9-449 


7,000 


3-125 


4-921 


6 


3-810 


8,534 


7 


15.6S0 


11-024 


8,000 


3-571 


5-625 


7 


4-445 


9.956 


8 


17,920 


12-599 


9.000 


4-018 


6-328 


8 


5-080 


11.379 


9 


20,160 


14 174 


10,000 


4-464 


7 031 


9 


5-715 


12,801 


• ■ - 

20 


44.800 


... 

31-50 


20,000 


8-93 


V - ^ 

14-06 


20 


12-70 


> • ' 

28,446 


21 


47,040 


33 07 


30.000 


13-39 


21-09 


30 


19-05 


42,670 


22 


49,280 


34-65 


« A ■ 


• • « 


• • • 


*•> 


■ ■ ■ 


• ■ p 


23 


51,520 


36-22 


*• • 


« r ■ 




32 


20-32 


45.515 


24 


53.760 


37-80 


40,000 


17-86 


28-12 


34 


21-59 


48.359 


2S 


56.000 


39-37 


45,000 


20-09 


31-64 


35 


22-22 


49,782 


26 


58,240 


40-95 


50,000 


22-32 


35-15 


36 


22-86 


51,204 


27 


60,480 


42-52 


35,000 


24-55 


38-67 


38 


24-13 


54.049 


28 


62,720 


44-10 


60,000 


26-79 


4218 


40 


25-40 


56,893 


29 


64.960 


45-67 


65,000 


29-02 


45-70 


42 


26-67 


59.738 


SO 


67,200 


47-25 


70,000 


ai-25 


49-21 


44 


27-94 


02,583 


31 


69,440 


48-82 


75,000 


33-48 


52-73 


45 


28-57 


64,005 


32 


71,680 


50-40 


80,000 


35-71 


56-25 


46 


29-21 


65.427 


33 


73.920 


31-97 


85,000 

1 


37-95 


59-76 


48 


30-48 


68,272 


34 


76.160 


53-55 


90,000 


40-18 


63-28 


50 


31-75 


71,117 


35 


78,400 


55-12 


95,000 


42-41 


66-79 


52 


33 02 


73,961 


36 


80.640 


56-70 


100.000 


44-64 


70-31 


55 


34-92 


78,228 


87 


82,880 


58-27 


105.000 


46-88 


73-82 


58 


36-83 


82.495 


38 


85.120 


59-85 


1 1 0,000 


49-11 


77-34 


60 


38-10 


85.340 


39 


87,360 


61-42 


115.000 


51-34 


80-85 


70 


44-45 


99.563 


40 


89.600 


63-00 


120.000 


53-57 


84-37 


75 


47-62 


1 06,675 


45 


100,800 


70-87 


125,000 


55-80 


87-88 


80 


50-80 


1 1 3.786 


50 


112,000 


78-74 


130,000 


58-04 


91-40 


85 


53-97 


130.898 


55 


123,200 


86-62 


135,000 


60-27 


94-91 


90 


57-15 


128,010 


60 


134.400 


94-49 


140,000 


62 ■ 50 


98-43 


100 


63-50 


142,233 



BILL 



^-1 




. *^ ' . ii i ir. 



STRUCTURAL STEELWORK, 

NOTES ON SPECtFYING. 



The particulars which should accompany an enquiry or contract for finished steelwork 
may be classed under the following heads : — 

(i) Schedule of Material or Bill of Quantities. 

(ii) Drawings, 

• (iii) Conditions as to quaUty of materials, workmanship, etc, 

(iv) Contract conditions special to the contract in question, such as ; — Time for Delivery 
(and Erection), Penalty for late Delivery. Place of and Facilities for Delivery, Terms 
of Payment, Date for receipt of Tender, Inspection, etc. 

BILL OF QUANTITIES, 

(i) The most useful form is a list of the various members, each item being so described 
as to shew- the whole of the workmanship required thereon. A common form, giving only the 
aggregate quantities of cleats, holes and rivets, is difficult to price and almost useless for 
estimatmg pui^poses. 

(ii) In any cage, it is rarely possible to give a reliable estimate on a Bill of Quantities 
alone ; drawings also should be supplied. 



I 



DRAWINGS. 

When competitive tenders are required, drawings should be fully detailed; to leave 
either scantlings or connections to the discretion of competing firms, offers an obv*ous induce- 
ment to cut down weight and cost to the danger point. 

TIME FOR DELIVERY. 

Whenever possible the buyer should indicate the time within which delivery is required, 
as this greatly affects the cost of materials. Thus, in the case of a very urgent order, the 
specification should call for delivery from stock materials. 

DATE FOR RECEIPT OF TENDER, 

For the steelwork of an average building, a week to a fortnight should be allowed for 
receipt of tenders. If time be an important consideration, it is the more necessary that 
contractors should have the opportunity of making special enxjuines from roUing mills before 
framing their estimates, 

SPECIFICATION, 

The following conditioas relating to quality of work and materials, tests, inspection, etc, 
accord with first-class practice. They are only intended to serve as a draft, some conditions 
being omitted and others modified to suit the special circumstances of the case. 



■Miures' 

Mam. i 
tables. / 



273 



index. 
Cod*/ 





% 



^" 



STRUCTURAL STEELWORK, 

DRAFT SPECIFICATION. 



1. QUALITY OF STEEL. 

If the steel is intended to be of British manufacture, the usual clause will be, " \Miere 
not otherwise specified, all steel to conform to British Standard Specification No. J5 (IS,,.)-" 

For Broad Flange Beams, specify that they are to be rrianufactured by the Grev Process. 
To this, either add " to the mechanical tests of British Standard Specification 15." or specify 
the required grade fsee page 267). It should also be expressly specified that Bessemer Basic 
steel may be supplied if of Differdange make. 

2. WROUGHT IR0r4. 

\\ rought Iron to comply with British Standard Specification for Wrought Iron Xo, 51 ; 
Grade C for plates and bars. Grade B for rivets, 

3. STEEL CASTINGS. 

All steel castings must be thoroughly annealed and after annealing shall shew a tensile 
strength of 26 to 35 tons per square inch with a minimum elongation of 15% in 2'. Test 
pieces 1" square, after being annealed with the casting, to bend COld without fracture through 
an angle 90** round a bar 1' in diameter. 

N,B,— For steel castings for marine purposes, see British Standard Specification Xo. 30 
1907. 

4. CAST IRON, 

Cast iron for bearing plates and other parts liable to strain to be of a quality such that a 
bar of iron cast from the same melt 3' 6' Icng, 2" deep and 1' wide when supported on bearings 
3' 0' apart shall carr>' at the centre without breaking a weight of 2S* cwts., and shall shew a 
minimum deflection of J", 

6. MALLEABLE CASTINGS. 

Malleable castings to be of an approved mixture of iron shewing a tensile strength of not 
less than 15 tons per square inch. Samples from each cast to be furnished for tensile and 
bending tests, 

6. ROLLED MATERIAL. 

ilust be free from seams, flaws, cracks, laminations and injurious defects of any kind. 

Sections must be rolled as accurately as practicable to the specified weights and 
dimensions. 

AVhen the specified dimensions are those of a British Standard section, the remaining 
dimensions shall be those of the British Standard section thus iiidicatedt. The dimensions 
of Broad Manf^e Beams to be as published by R. A, Skelton & Co. Steel & Engmeermg, Ltd., 
London, 

7. TESTING AND INSPECTION. 

[The spccitication will state whether material wUl be inspected by the engineer's 
representative or whether the manufacturer's test certificate will be accepted insstead. 

Material must be tested at the rolling mills. 

Material supplied from stock cannot be tested nor, as a rule, can the cast be identiBed so 
as to enable a test certificate to be furnished. It is necrssar>', however, to allow triflin)^ 
quantities of bolts and rivets, or materials for making them, to be taken from stock. The 
same remark applies to unimportant packings, fishplates, gusset plates and brackets.] 



■ For C&St IroD Gutten and the like, a brvAkioB load of 26 cwU. U suffidefit. 

t This is 10 ensure tliat a jo^t specified « 2(^' x TJ' x b0 lb., for aamplt shdil have Uic tUadatd wvbaad 
flange Uuckn cases, Aab^c taper, clc- 



174 



\^^ 



STRUCTURAL STEELWORK. 

DRAFT SPECIFICATION AND NOTES-— Continued, 



8. ROLLING MARGIN. 

For British Sta.ndard sections^ see page 269, 

N.B. — For Broad Flange Bpams, Grey Process, the rolling margins required are 4% under 
and ovcT theoretical weights (ii**/^ for the maximum, weights) and appropriate tolerances in 
profile and dimenstoils ; on aggregate weights a rolling margin of 2\^'i^ can he specified, 
excepting the " Uir " weights, however- 

&. PLANING, MACHINING, ETC. 

All ends of Hcains used as stanchions are to be machined true and square in a fraiztn^ or 
ending; machine. All abutting surfaces are to be finished smooth and square, and if necessary, 
machined for this purpose after the end ftttm^s have been riveted on. 

Flange Plates, it made from sheared plates, must have had at least 1/8' removed OB e*ch 
sheared edge by planing. 

10. STRAIGHTENING. 

Cold straightening of sections must be by pressure and not by hammering. 

11. HOLES FOR BOLTS AND RIVETS, 

(i) Ordinary round boles are to be of a diameter I, 16' larger than the specified diameter 
of bolt or rivet. 

(ii) Where not othenvise stated, holes must be drilled, or else punched 1/8* small and 
afterwards drilled or reamed (but not drifted) to the required si^e. All burrs due to punching 
or dniling must be removed.* 

(iii) Alt holes for site connections must be accurately centred ^o as to render reaming ur 
drifting during erection unnecessary. 

(iv) Multiple members, such as flange plates, to be drilled as far as practicable in one 
operation. 

12. RIVETS. 

N.B. — If the steel contractor has not to erect, state whether site connections will be 
riveted or bolted. 

(i) Unless otherwise stated, rivets to tje of soft steel, of the quality and to the tests 
prescrit>ed for rivets in British Standard Specification No. 15 (page 269 hereof). 

(ii) Ordinary rivets to have cup heads formed from a length of shank equal to not less 
than 1| diameters. Kivets on bearing surfaces to be Hush countersunk. 

(iii) All rivets are to be machine-driven as far as practicable and must completely fill the 
holes when closed. If loose or if the heads are badly furnied, cracked, or eccentric to the shank, 
or do not bear truly on the plate or bar, such rivets shall be cut out and replaced. 



* It in iinpo«slb1« to Liy doiru h;cn«r^ rules eu to the cues in which bokft xmxy b« puoch^ tbc full dijuact^f. 
PUDcUuh: lUm^n-cs the nrijfbbourlnb: mctiil, but tliis is not always oblectioTiat>Lr. G«a«mily 4|hc;ikiiiu» huki In (bfapbtft 
and Id mcul uuUcr 1 Ii' thick nUKht be punched if any cojtiomv b to be Koicicd. Kcolly ikt' ' '*' punched 

bole»Cftoo»]v btot^tuuctlby theufic □! nipplepunchcs^ B SS. Ku 1^3 pvrmit* bolmip to 3 t .« poached 

an4f toned in iiLit<:«aDd icctiona.uml holes in tloor pLitc», packiii0B, Uc pUtcftond being ban up to 1. -' thlfk to be 
puuchcO full nuc. unlcsa oUicrwi^c spccitieJ. 



i 



275 



V 



■Mtiirw, 




STRUCTURAL STEELWORK. 

DRAFT SPECIFICATION AND NOTES.— Continued. 






4 



(iv) All surfaces to be riveted must be in close contact throughout, 
(v) For '• Spares/' see § 21, below, 

13. BOLTS. 

N.B.— If the steel contractor has not to erect, stale whether site conncctioas will be 

riveted or bolted. 

(i) Ordinary- bolts and nuts to be of mild steel to British Standard Specification No. 15- 
(ii) Vnless otherwise indicated, bolt heads and nuts to be hexagonal and to Whitworth 

standard (bolts and nuts for timber are usually square)* 

(iii) Threads to be cut in oil and the fit of the nuts must be such that they can just (but only 

just) be screwed on with the fingers. Bolt heads must in no case be welded to the shanks- 
Civ) Bolt?? must be long enough, allowing for washers, if any, to project (say i') beyond 

the nut when tightened, and the screwed portion must be long enough to permit of subsequent 

tightening. 

Timber bolts to be screwed at least three diameters and, when bearing on timber, to be 

provided with square washers J' thick, of a sue equal to three bolt diameters. 

<v) Turned bolts to be of a driWng fit in the holes they occupy and to have the screwed 
portion A' less m diameter than the shank. The shanks of turned bolts must be parallel, 
a dnving fit, and of a length sufficient to ensure contact throuRh the entire thickness of the 
plates Accordingly, washers, truly flat, roust be provided under the nuts to ensure that 
they can be screwed home. 

<vi) Where nuts or bolt heads bear on the tapered flanges of Joists or Chftnnels,. bevel 
washers to be provided of corresponding taper. (Broad Flange Beams, Grey Process, have 
parallel flanges.) 

(vii) For " Spares," see 5 2l, below-, 

14. GALVANISED IRON AND STEEL. 

(i) All galvanising is to increase the weight of the article by not less than 1 oz per 
square loot ol area treated. In the case of a corrugated sheet, since both sides arc treated, thi-* 
means J. oz. per square foot reckoned on the dimensions ol the sheet before being corrugated. 

(ii) The sheets to he annealed, pickled, scaled and trimmed to the required size bclorc 
gaJvaoising. 

(iii) After being galvanised, sheeU must withstand bending double in either direction. 

(iv) Fastenings of galvanised work are also to be galvanised; rivets to be of extra io£t iron. 

(v) Corrugated sheets to t>e laid with an end lap of not less than 6', zigj:ag riveted with 
one J' diameter rivet to each comigatioa and wlh a side lap of one corrugation riveted with 
y diameter nvcta spaced not more than 8' apart centre to centre, (Sometimes two corruga- 
tions 5ide Up lA speci&ed, but it teems unnecessary.) 

(vi) The sheets are to be fastened to the frammg by A' diameter hook bolts and screws, 
spaced not more than half the Midth of the sheet aj^art. 

(viij Unless otherwise specified, all sheets are to be punched along one side and end. 
(viii) For Packing, see $ 20, below. 

16. TIMBER. 

Timber shall X>c fully seasoned and the bc^t of its kind, sa^n true, full sire, free from wind. 
sbakca, large or loose kDOts, decayed or sap wood, worm holes or other defects impairing it^ 
CtrMKth or durability. (SUte whether the timber u to t>e plAOed ard. if to, whether on aii 
sides.) 



: 18. PA 



276 






STRUCTURAL STEELWORK. 

DRAFT SPECIFICATION AND NOTES.— Continued. 



16. GtASS. 

Glass is to be of the best quality of its kind and cut to size ready for fixing, \Vhen iron or 
steel glazing bars or frames are used and putty is employed for bedding the glass, holes are 
to be punched in the ^^cb of the bars at frequent intervals for the insertion of oak pr^s or split 
pins for securing the panes of glass in place, (lor roofing. J' thickness is suitable.) 

Vnle&s otherwise speciJicd, both putty and pegs are to be included m and furni part of 
the contract. 

For Packing, see § 20, below : for " Spares." 5 21, 

17. TIE BARS. 

A rc^onable percentage selected by the inspector from the butk to be tested to destruction, 
when tljey must fracture in the body of the tie rod, the eye-end remaining sound- 

18. PAINTING, ETC, 

(il Except as otherwise specified below, the whole of the finished iron and steelwork to 
be clfan(.'d from scale, rust or dirt, and painted while thoroughly drv with one coat of boUcd 
Im&ced oil applied hot or o( good red oxide od pamt, before despatch from works. 

N.B.— For shipment abroad, oiling is better than painting. 

fii) Surfaces riveted in contact and all inaccessible parts to be painted one coat before 
riveting. 

{ill) Bolls, nuts, tube?* and rivets to be dipped into hot boiled linseed oil before shipment. 

(iv) Machined ends and turned bolts arc not to be painted, but to be coated with tallow 
and white lead, or varnished. 

(v) Steelwork which will be entirely embedded in concrete is not to be painted. After 
erection, such work to have scale and dirt removed and then to t>e coated twice with cement 
wash of the consistency of cream, the second coat bcinj^ applied immedjately prior to casing 
with concrete or building in, 

(vi) Galvanised metal will not be painted before shipment. 

(vii) Material to be inspected before despatch must not be painted till it has been 
inspected and passed. 

19. MARKING. 

Id addition to any necesLsary shipping marks, all members are to bear suitable erection 
marks m accordance with key plans to be furnished by the steel contractor on shipment, 

N-B— Wlien, as for South America, elaborate marking is required for Customs purposes, 
such should be expressly specified in the enquirj*. as it adds to the cost, 

20. PACKING. (The following apply only to export orders,) 

(i) Small parts to be securely packed for shipment in cases of convenient wei:^ht and si« 
for handling. 

(ii) Bars under J' diameter to be carefully bundled- 



r 



4 i 



CMt, 





J'-V 




STRUCTURAL STEELWORK. 

DRAFT SPECIFICATION AND NOTES.— Continued, 



fiii) Galvanised corrugated sheets are to be bundled and packed in 5 cwt. strong crates 
and the edges of each bundle are to be so bound with felt as to prevent moisture getting between 
the sheets- 

(iv) Glass to be packed in strong double cases with sufficient hay or straw to prevent 
damage in transit. 

(vj The joints of cases to be covered with canvas. 



21. SPARE PARTS. 

(i) The contractor to supply all necessary loose bolts and rivets for field connectiOQSj 
together with 5% of spare bolts and 10% of spare rivets of each size and lenK;tbT 

>\B. — If the quantities are very large, the proportion of spares may be reduced to 5% 
for both bolts and rivets. If service bolts are to be supplied for the use of riveters on the 
site, this must be mentioned. 

(ii) Spare panes of glass to be supplied to the extent of 10% of each size and shape. 

22. SMITHED WORK. 

All joggles and knees shall be formed by pressure and {where practicable) without cutting 
or welding, in such a manner as not to impau^ the strength of the metal, 



23. ACCURACY. 

In repetition work, the standard of accuracy must be such that similar parts are, in fact, 
interchangeable. 



278 



\y 



LONDON COUNTY COUNCIL BYE-LAWS, 1937 

and 
BRITISH STANDARD SPECIFICATION 449—1937 



The following pages give a summan,- of the main provisions of Britisli 
Standard Specification 449-1937. with references in brackets to the correspond- 
ing sections in the L.C.C. Bye-laws (1937). The original specifications must be 
referred to for the official text, but this summary will be found useful as a 
precis and index. 

So far as the steelwork designer is concerned, the two specifications are 
ver>- similar in substance; but by section 9 of the 1935 .\mendiTient Act 
the Council has powers of modification and waiver. This verj-* important 
provision enables the Council to depart from British Standard Specifications 
where such departure is necessary' to enable the use of new methods of 
construction. 

For overseas work it must not be forgotten that these specifications only 
purport to lay down minimum requirements for buildings, of normal type 
and in Great Britain. In other countries it may be necessary to provide for 
greater wind load, and a higher factor of safety in order to allow for lack of 
skilled labour in erection, etc. 

Again, where foreign materials are to be used, or their use is not to be 
excluded, it must be remembered that the British Standard Specifications 

represent British manufacturing practice, and may have to be modified 
accordingly. 

WELDING. B.S.S.449-1937statesthat welding may be used subject to municipal 
regulations and bye-laws and to the requirements of B.S.S. 538 for Metal Arc 
^Velding and 693 for Oxy-acetylene welding. 

The London County Council has published a statement (December, 1937) 
indicating the conditions (maximum stresses, methods of calculation, etc.) which 
should be observed when applying for permission to use welded steelwork. 
The principal technical conditions will be found in the chapter on Welding (pages 
234^241). 






Hacn. 
tsbles. 



279 



Index, 
Cod*. 



lift 



!• 



•H 






BRITISH STANDARD SPECIFICATION 449—1937 

and 
LONDON COUNTY COUNCIL BYE-LAWS, 1937* 



PARTS I TO liL GENERAL. 

1 DEFiNryroNS (L-CC. § 1). 

Usual: e.g.. Effective column length is "the length upon \\hich the ratio of column 
length to least radius of gyration is calculated." 

2, QUALITY OF STEEL (L.C-C. §§ 15 and 63), 

Thjs to comply with BS.S- 15-1936 (28-33 tons tensile) or B S S. 548-1934 (37-43 tons 
tensile). In testing the latter grade, the rate of application of the load, when approaching 
the yield point, must not exceed J ton per sq. inch per second. 

5. 6. PANEL WALLS. (L,CC § 54). 

Height not to exceed 25 feet ; overhang not to exceed one-third of the thickness. 



PART IV. LOADING- 



7. 



PARTmoNs (L.C-C. § 4b). 

Wht-re intended but not shown in drawings, these are to be taken as equivalent to a 
tuniformly distributed) tluor load of 20 lb, per foot. 

8a FLOOR LOADS (LXX. §g 4 and 5). 

Column A below gives the miniinum load, in pounds per square foot of floor area, to be 
assume'! in cakuUlinti the loads on beajus, columns, piers, walls, and foundations : the figures 
in brackets (column A) are for slabs and other flooring materials. 

The loads in column B take the place of former provisions for concentrated loads: floor 
beams and slabs must now be capable of supporting alternatively the superimposed loads shown 
in column B ; these are for floor girders and slabs respectively (the latter in brackets). The 
specified loads are to be taken as uniformly distributed, In the case of slabs supported on all 
four sides l" spanning in two directions at right angles "| the shatter span may be taken as the 
effective span. The stab loads in column B (in brackets) are pet foot of width. 

The B loads need not be considered m computing loads on columns and foundations, 
\\"here floor beams are entirely embedded in concrete, and the spacing does not exceed 
3 feet, centre to centre, the B load may be regarded as divided equally between a pair of beams. 



(i) Domestic, hotel bedrooms, hospital rooms and wards ,,, 

(ii) Offices : floors above entrance floor 

(iii) Offices : entrance and below entrance floors ; also retail shops 
and garages (cars up to 2 tons) 

(jv) Churches, schools, reading rooms, and art galleries 

(v) Assembly, drill and dance halls, g\-mnasia, light workshops^ 
public spaces in hotels and hospitals, staircases and landings, 
theatres, cinemas, restaurants, and grandstands 

(vi) Warehouses, book and stationery stores, and garages for vehicles 
over 2 tons ; the actual load to be calculated but in no case less 

■mn •«• <•• •«« *«, •■■ ■■■ ■>, ,*• t *m 





A 


B 


Lb. 


Ton!i. 


40 


(50) 


1 (i;-*) 


50 


(80) 


2 (3/8) 


80 


(80) 


f 


70 


(80) 


t* 



100 (100) 



ft 



200(200) 2(3/8) 

SatROOF LOADS (LC.C | 4). 

(i) Flat roofs (slope not exceeding 20**) to be taken as carrying a superimposed load of 
30 lb. per square foot of area covered (50 lb, for slabs. etcO- 



• Except for garaffc* under thu hewL For tlicae, tlw B lottd Is to be taken 
combin^tmo of vbcel loads, but each wtieel load sot ka» tJuu 1 too," 
tA»anircdc<] April. I1W* 



II 



tfar 



xlBtun jtomihic 



280 



v»» 



BRITISH STANDARD SPECIFICATION 449—1937 

and 
LONDON COUNTY COUNCIL BYE-LAWS, 1937, — Continued. 



[ii) For roofs of a slope exceeding 20^, assume for snow a minimu^n superimposed load of 
6 lb. per square foot of horizontal projection ; and a horizontal wind pressure of 15 Jo per 
square foot of vertical surface, with a suction on the leeward side of 10 lb. (the latter prescnp- 
tion applies only to the design of the roof structure}. 

The effects of wind pressure are to be computed with and without suction and with and 
without snow. 

8b COLLMIN LOADS (LXX. § 4), 

In buildings of over two storeys, and with superimposed loads of less than inu lb. per 
foot super, the lower columns, foundations, piers, and walls may be desig^ned to carry the 
XoUo>s'iiig proportions of the superimposed loads : — * 

Roof 

Top storey 

Next storey below ,,, 
do. 
do. 
do. 
AH lower storeys 



■ • I 



lOC^^ 



100% 
90% 

% 
60% 

50% 



80% 
700/ 



d. 



WIND PRESSURE (L.C.C. § 6). 

(il Wind pressure may be disregarded where the height of a building is less than twice 
the width, if adequately stifiened by floors and walls. 

(u) Otherwise, wind pressure is to be taken (in Great Britain) as not less than 15 lb. per 
square foot horizontal on the upper two-thirds of the height, plus a further 10 lb. upon all 
projections above the general roof leveL These allowances to be increased on the sea coast 
and in similarly exposed positions. But see also §18 below. 

PART V. WORKING STRESSES. 
10. STRESSES {L.C.C. § 81). 

The iolloAting are the maximum stresses allowedt (the figures in brackets are for High 
Tensile Steel to B.S.S 548J :— 

(i) Tension^ in be;ims, etc .-- 8 (12) tons per sq. inch 

(ii) Compression, in beams... .•. ... .•, ... .-• do. do. 

(iii) Shear stress ; in webs 5 (7 J) tons do. 

with suitable provision against buckling of thin webs. For web stiffeners of plate 
girders, see §23, 

(iv) Shop Rivets and Turned Bolts, G (9) tons single shear, 12 (18) tons bearing, and 5 {7J ) 
tons in tension. 

(v) Field Rivets : 5 (7J) tons single shear. 10 (15) tons bearing. 4 (6) tons in tension, 
(\-i) Black Bolts: 4 (6) tons single shear, 8 (12) tons bearing, 5 (7J) tons in tension. No 
bolts to be under J' diameter. 

X,B — In double shear, the permissible load on bolts and rivets is twice that allowed in 
single shear. 

See also §12 (for filler Joists), §18 (wind pressure), and following paragraph (or beams of 
which the span exceeds 20 times the flange width. 

10. LATERAL STABILITY OF SEAMS. (L.C.C. § 81). 

Where the compression flange of a beam is not supported laterally and the unsupported 
length exceeds 20 flange widths, the working stress is to be reduced to 11 — 0'15 L/b tons 
per square inch (for high tensile steel 16-5— 0-25 L/b). 



* On the assumpUoQ that tlie floors will &ot all be fully loaded at the same time. 
t But sec page for War Emci^CQcy stresses. 



281 



Weight.,] 
■easurss/ 

ttftth, 
tAbles. 





BRITISH STANDARD SPECIFICATION 449—1937 

and 
LONDON COUNTY COUNCIL BYE-LAWS, 1937.— Continued. 



N-B- — The first of these formulie is equivalent to reducing the ordinary' 8 toas stress by 
rather less than the following percentages ; 

For ratio I/b = 25 30 35 40 



Reduction = 10% 20% 30% 40% 
The stress reduction for high tensile steel is a little greater. 

The unsupported length must in no case exceed 50b- 
n. 



45 

50% 



50 
60% 



GRILLAGE BEAMS tL.C.C- §82), 

The stresses in g 10 may be increased by 50% (33J% for high tensile jsteel) if completely 
embedded — with at least 4" cover above and on sides — in an approved concrete,* solidly 
tamped, and the beams spaced at least 3 inches apart. 

12. FJLLER BEAMS (L.C.C. §§ 83, 84). 

These, if entirely encased in concrete, may be calculated as composite beams and stressed 
to 9 tons per square inch (see table of Resistance Moments, page 229), or 12 tons for high 
tensile steel The maximum spacing without suitable reinforcement to be six times the slab 
thickness. 

Alternatively, the extreme fibre stress, calculated on the filler joists alone, may be increased 
to 9 + Mor 13 -f IJ Mor high tensile steel) where / equals thickness of concrete above the top 
flange ; but / must not be taken as more than a. The span must not exceed 32 times the 
effective depth- 

13. OTHER ENCASED BEAMS (L.C.C. §§ G8, 81), 

In beams \\jih rectan^Iar concrete encasement (other than filler and grillage beams) the 
stress, calculated as plain steel, may t>e increased to SJ tons per square inch (12J tons for 
high tensile steel) where (i) the minimum width of $qiid casing is 4" greater than the flange 
width of the beam, (ii) the beam is laterally supported by a concrete slab without adjacent Open- 
ings, and (iii) the upper surface of the steel beam is at least I J" below and 2}' above the upper 
and lower surfaces respectively of the slab. 

H. DEFLECTION AND MAXIMUM SPANS (L.C.C. § 84). 

The span must not exceed 2i times |16 times for high tensile steel) the depth of a beam, 
unless the calculated deflection is less than 1 325lh of the span ; except with filler beams 
§ 12 above. 

15- COLUMN STRESSES (L.CX. § 83a). 

The ratio / g is limited to 150 in main members. 240 in subsidiary members (200 in L.C.C, 
§ 85), This section spei-ifies the allowable stresses. These are tabulated on page 95, with inter- 
mediate values obtained, as directed, by interpolation, 

16 EFPECTIVC LENGTH OF COLUMN (L,C,C. §§ 86 tO 90). 

For dctemiinmg axial stress, the efl^ective length is to be computed as follows : — 
{a) Both ends held in position and restrained in direction. 0-7 of the actual lenffth. 
(&) Both ends held in position and one end restrained in direction, 0-85 of the actual 
length.' 

{c) Both ends held in position, but unrestrained in direction, the actual length " 

((/) One end held in position and restrained in direction, the other end restraint in 

direction but not held in position. 1 to I J times the actual length, depending on the degree ol 

restraint. 

The end of a column may generally be assumed to be restrainrd in dirrction if the 



* The Bftttb SULndard Spwificatirtn say» a " fine " coQcrtle. The LX.C. specifics ooacTclc of grade Iv or hchcr 
>'.#.« bOt vtottdtnv: "1 oibic feci of aiCCTCiratc per cvt. of Pomaa4 cnncnL 

* The actiul length oi each column 40 ^ buikUng of two of more •toreyi k taken 4« the length bctweeo Uie <:«BtK« 
of latnaJ support. 

* ir partUIly refttmined, ui intrn&fHlUte value m^y be tAken If 16, iv). 



2S2 



«fr 



BRITISH STANDARD SPECIFICATION 449—1937 

and 
LONDON COUNTY COUNCIL BYE-LAWS, 1937.— Continued, 



resistance moment of the restraining menxber(s] and connection(s) equa^ls : — 

(i) 0*25 of the resistance moment of the column section calculated ai^ a beam with an 
extreme fibre stress oi 8 tons per sq. inch"- for ^ g ratios up to 120^ 

(ii) 0-25 + 0'02 {l/g—120) of the resistance moment of the compression member for 
values of l/g exceeding 120, where I = efiective length and g = radius of g^Tation about the 
axis under consideration. 

For a column to be considered continuous through a spliced joint, the moment of resistance 
at the cross section of the splice must comply with the foregoing limits in such a case, a 
column may be considered to be "" restrained in direction " if the resistance moment of the 
supporting member is not less than one-half of the above-mentioned limits. 

A column having a flat or sqttare end fixed in position' can be assumed— for the purpose 
of computing its effective length — to have an end connection with a resistance moment equal 
to one-fourth of its own. It can be considered efEectivelv " restrained " (as regards crippling due 
to axial load) if its length is not over 120 //g, otherwise only partially restrained, 

17. ECCENTRIC LOADING ON COLUMNS (LC.C, §§ 87 to 90). 

(i) The calculated maximum stress may exceed the ordinary worlting stress of § 1 5 according 
to a formula given. If W - actual load, then Fc ^ W/a ; and if F, is the ordinary working 
stress of § 15. the increased stress allowable is determined bv the ratio Fc Fy L.g., H l/g = 
96, Fi = 4 ; so that, if Fc = 2, Fc F, = 60%. Then, by "the formula |or, in practice, from 
the charts given in the appendix) it win be seen that the maximum compressive stress may be 
taken as 5 instead of the normal 4 tons per sq inch, 

(ii) Bending Moment induced by a beam may be regarded as divided between the column 
lengths above and below the beam in proportion to their stiffness {l/l), " account being taken 
of all bending or shearing forces at any joint," 

(iii) Bending Moments due to eccentric loading at a given floor level may be disregarded at 
other levels if the column is " effectively restrained in relation to the eccentric load " at the 
adjacent floor levels. 

I8.t STRESSES DUE TO WIND {L.C.C § 90)- 

The normal working stresses given in §§ 10, 13, 15, 17 (including stresses in roof trusses, 
purlins, and their connections! may be increased by one-third where the increased stress is 
induced solely by wind pressure. 

PART VL DETAILS OF CONSTRUCTION, 
19, MINIMUM THICKNESS OF STEEL, (L,C.C. §§ 80 and 30G). 

The minimum thickness allowed is 5/16' in external, J* in internal construction These 
limits are not applicable to light work (defined), nor to rolled sections or packings. The webs 
and flanges of built-up columns must not be under |' thick (5/16* for H.T. steely. 

20/22. EFFECTIVE SPAN, OEPTH AND SECTIONAL AREA- 

Span is defined in § 20. By § 21, the effective depth of a plate girder is to be talcen as the 
distance between the centres of gravity of the flanges, or the depth over the angles, whichever 
is the less. 

By § 22, the nett sectional area is to be taken for tension members ; and for compression 
members if subject also to tension. Shear stress is to be calculated on the depth of the web 
plate in a plate girder ; on the full depth of the section in a rolled steel beam or channel. 



' For high tensile steel. 12 t'^ns per sq. inch- 

' And capable -of dislribuUDg the load unilonnly over its sectional area. 

t As amended April. lU^d. 




.UF. L ^ilJl iJU 



^ 



Ubles. 



283 




I 




.1 



: I 



BRITISH STANDARD SPECIFICATION 449—1937 

And 
LONDON COUNTY COUNCIL BYE-LAWS, 1937.— Continued. 



23- PLATE GIRDERS 

Tliis seciiLsn gi\'es detailed provisions for the design of plate girders, including the 
provision of intermediate stiffeners ^vhene\ er the unsupported depth of the web plate is more 
than CO limes its thickness. 

24, SOLID ROUND COLUMNS (L.C.C. §73). 

Theae are to have machined shouldered ends to receive the caps and bases, which are to !>e 
shrunk or screwed on before machining the bearing surfaces. The length or diameter of the 
cap or baseplate is not to he ]?ss than 1 J (d + 3), where d is the diameter of the reduced end. 
A formula is given for determining the minimum thickness of the caps and bases, giving results 
ranging from k d for light columns to d for heavy columns. « 

25. STANCHION CAPS AND BASES (LX-C. §§ 69 tO 72). ' 

The prescriptions for caps and bases other than those for solid rounds include the following : 
(i) The rivets in bases need only be capable of transmitting 60% of the axial load, 
(ii) Stanchion bases must t>e machined after riveting up complete. But machining can 
be dispensed with if rivets and gussets are designed to transmit the whole load, 
(iii) A formula for computing the thickness of slab bases (§ 28a). 

26 LATTICE MEMBERS. 

This section contains prescriptions governing the design of latticed columns, of columns 
joined by batten plates, and of tension members with intermediate tie plates. 

27. RIVETS (LC.C. §§77 to 79). 

This section prescribes the minimum and maximum pitch of rivets, minimum distances 
from edge of plate, etc The effective diameter of a rivet mav be Uken to be that of the 
finished rivet, x.e,, the diameter of the rivet hole. 

PART VII. FABRICATION AND ERECTION. 

28. PREVENTION QF CORROSION. 

This is referred to bnetiy in general lerm^s. Protection from corrosion is largely secured 
by the provisions for protection against fire [BS.S. 476 ; L.C.C. fS 66 to 68). 

29. FABRICATION (L.C.C. §§ 7-1 to 7fi). 

This is to l>e done in the shops as far as possible. Black bolts may be used in site connections 
only if »»uitablc dead bearings are provided to resist all shear forces involved (but dead bearings 
arc not required for rool trusses or secondary floor beams), "Washers are to be used under all 
nuts, and on tapered surfaces washers must l>e used under bolt heads also. § 29c prescribes that 
any welding must conform with Hniish Standard Specification 538 for arc-wclding, fion for 
gas-veldm){. 

APPENDIX: OTHER MATERIALS. 

Appended to B.S S. 449 are notes on material^ olhi>r than steel : these notes are not to be 
considered as part of the specification. They include notes and recommcadations on the 
following points ; — 

A . WALLS. 

8. MATERIALS (L C C. Part IL) 

Materials to conform with the current B.S. Specification, if any. 



284 




BRITISH STANDARD SPECIFICATION 449—1937 

and 
LONDON COUNTY COUNCIL BYE-LAWS, 1937.— Continued, 



2 : 4 (5 cubic feet of 



10 tons per sq. foot. 

*-' • i J i I i 



c. MORTAR (L,C,C. Part II). 

D. CONCRETE (L.C.C Part II}. 

For protection against corrosion, a. '* fine " grade concrete to be used. Breeze and clinker 
aggregates not to be used in any bearing structure or foundation, nor within 1' of structural steel. 

E. PIRE PROTECTION 

The designer is referred to B.S.S. 476-1032. 

F. PRESSURES ON CONCRETE (L.C.C- §§ 14, 34, 35). 

This section gives safe bearing pressures per square foot for various mixtures, 

For^K^ concrete, the pressures range from 40 toiis per sq. foot for 1 : 1 : 2 {21 cubic feet of 
aggregate and 1 of sand to 1 cwt. of cement) to 30 tons per sq. foot for 1 
aggregate and 2i of sand to 1 cut. of cement L 

For fftass concrete, the pressures arc : — 

1:6 20 tons per sq. foot. 1 ; 10 

1:8 15 1 : 12 

(These grades are defined as containing 7^, 10, 12i. and 15 cubic feet of aggregate respectivelr. 
per cwt. of cement,) 

For purelv local pressure, as at girder bearings, the specified pressures may be increased 
by 20%. 

In column foundations, where the depth is not less* than 1 J times the length or breadth, 
the pressures may be increased by from 33J% to 100**i^ according to the size of the foundation 
in relation to the column base. The angle of dispersion (for unreinforced concrete) may not 
be taken to be more than 45^. 

F, a H, BRJCKWORK AND MASONRY (L.C-C. §§ 18, 19). 

A table of " Permissible pressures on Masonry " gives the allowable pressures on brickwork 
and masonr\" according to the ascertained crushing strength of the material and the quality 
of the mortar ; also the appropriate reductions for pieces of which the heiyht is more than 
C times the \vidth or thickness. 

J, PRESSURE ON SOIL (L.C.C, § 30), 

Approximate figures, to be confirmed by trial borings, are given for safe pressures on the 
subsoil- TjTucal examples are :— Made ground i ton. firm dr^' clav 3 tons, hard solid chalk 
6 tons, hard rock 40 tons per sq. foot. 

K. c M, TESTS (LXX. Schedules I, II, and III). 

These actions prescril>e methods of testing Concrete for crushing strength and consistence 
K,L). and Bricks and Slune (M). 



The spcoficatioD »>■* " greater "; obviously a clerical error. 



285 



BGasures 



// 



M&tn. 
tables. 



i 



index. 
Cod*. 



m 






m¥ 



1 




EXTRAS. 



The extras quoted in this chapter are those ruhng in Dec, 1947, and are liable to 
alteration wthout notice. Those given for Broad Flange Beams, Grey Process, apply 
solely to British markets (higher extras are chargeable in other markets) and are subject 

to possible additions for ad valorefn duty if any. 

The extras for Broad Flange Beams. Grey Process — given in detail on pages 287 

to 288— are summarised below. 

BROAD FLANGE BEAMS, GREY PROCESS. 



TComiiia! 
Depth- 



Section 
Extra. 



Exact 
Lengths' 



Tests 

or 
Inspec- 
tion. 



Painting 
one coat. 



Oiling 
one coat. 



Drilling.' 



Web, , Flange. 



Minimum Lots. 



weights. 



Inter- 
mediate 
weight?. 






laches. 

4' and 5 

5J' to 

8* 

Hi" to lu" 

lOJ" to 12" 

12^" to W 

15* to 19' 

20' 
22" to 30' 
32" to 40* 



Per too. 


Per bar. 


10/0 

r 


12/0 


I 

* > ■ 


12,0 


• • » 


12,0 


• I • 


16/0 


■ I • 


16/0 


20/0 


20/0 , 


20/0 


20/0 , 


40/0 


25/0 


40/0 


25/0 


60/0 


32/0 



Per ton. Per ton. I Per Ion, 



[See 
page 

288] 



20/0 
20/0 
20/0 

20/0 
20/0 
15/0 
15/0 
15/0 
15/0 
15/0 



12/0 

12/0 
12/0 
12/0 
12/0 
10/0 
10/0 
10/0 
10/0 
10/0 



Tons. 



[See below] 



Tons, 



3 


IS 


a 


18 


4 


22 


4 


22 


5 


25 


5 


25 


7 


30 


7 


30 


9 


36 


9 


36 



'• Higher extras are chargeable for "exact" cutting of sections exceeding the "Din" weights; sec 
§ 6 opposite- 

*, The charges for Drilline. quoted on appUcation, var>' according to section and weight per foot of beam, 
and diameter of bole ; from about 3d. to Od. each in web, 5d. to 9d. in flanges^ plus 5s. (Jd, per ton (or 

handling. 

These rates are for ordinary round holes up to I J inches or 40 mm. diameter; oval, slotted, or 
countersunk holes are about twice the foregoing rates. 



286 



EXTRAS— Continued. 




BROAD FLANGE BEAMS, GREY PROCESS. 


- 


1. GREY PROCESS. 




These beams should be specified as " Broad Flange Beams, Grey Process." 




2. SIZES. 




The " nominal " sizes of Broad Flange Beams. Grey Process, are only approximate. 
exact dimensions are given in the various tables under the heading " Exact Sizes"; 
are subject of course to the customary rol lOfj margins or tolerances (see page 2G8). 


The 

these 

The 



metric dimensions are given on pages 23-!i^ti. 

3. SECTION EXTRAS. 

Sections 4' to 5' nominal 

5i" to 12' 

12j' to 19' 

20' to 30' 

32' to -lO' 



r > 



'• 



If 



>« 



n 



lOs. Od. per ton extra. 
Supplied at basis price. 
20s. Od. per ton extra- 

405. Od 

60s, Od 



The section extra depends upon the nomtnal depth. For example, the 12' Dir section, 
althougb ISi" deep, is supplied without extra. 



4. COLD STRAIGHTENING. 

Broad Flange Beams are 
leavinjE; the Works, When ex 
sometimes specified, at an extra of 12s, Ud. per ton. 



I. 

always straightened (when necessary) free of charge before 
iceptional precision is required, "double straightening " is 



5. CUTTING TO LENGTHS. 

Beams are cut to lengths^ by hot-saw or otherwise, within 4* over, without extra charge. 

6. EXACT LENGTHS AND SQUARE ENDS, 

Beams can be cut to " exact " lengths, both ends square, within a margin of 1/8' under 
and over, at the following extras- (II the margin is to be taken one way only, it must 
be increased to 1/4') : — 

Sections up to S' deep 12s. Od. per length. 

over 8" to 12' deep 16s. Od. 

» 12' ,, 19' 20s. Od. 

19' „ 30' 25s. Od. 



f* 



f p 



ij 



n 



ff» 



tt 



It 



30' 



** 



40' 



325. Od. 



*' 



M 



■ ' 



tl 



[The treatment is to hot-saw only a little over the specified lengths, and then to mill the 
ends at the fraising machine down to the " exact " lengths. Consequently, unltrss the required 
finished lengths are known before rolling^ additional labour, and a corresponding extra charge, 
may be incurred.] 

If it will suffice for one end to be squared, and a margin in length of 1/4' under and over 
measured along the axis of the beam can be allowed, the above-mentioned extras will be 
reduced by 50%, This procedure is not suitable if the beams are to be drilled at both ends. 
Special extras are charged for bevet cuts. 

N.B. — In the case of the DiR Sections (Maximum weights), the extras for "exact" 
lengths are determined by the actual depth of the section. 

7- MINIMUM AND MAXIMUM LENGTHS. 

All sections can be rolled in lengths up to 100 feet or more. Lengths under 10 feet or 
over 49 (eel are charged extra. Pieces over 30 feet or weighing over 2 tons usually incur 
freight extras. Very heavy pieces are also liable to extras for cranage at port of shipment. 




p 

I 



u 



■oasi 




287 



Main, 
tmblri 



Coot. 



' \ ^%iti d- . :■: 



ontinued. 



BROAD FLANGE BEAMS, GREY PROCESS, 



8. QUALITIES. 

Tor available qualities, and quality extras, see page 267. 



0. TEST CERTIFICATE OR INSPECTION. 

In addition to the quality extras given on page 267, there will be an extra 4s. Od. per 
ton for test certificate (if required) ; or lOs. Od. per ton if tested and inspected by the buyer's 
representative. These extras are to cover the cost of tensile tests and handling, and do not 
include the inspector's fees 

10. ROLLING MARGIN. See page 268. 



11. PAINTING AND OILING. 



• ■ « 



Sections up to 12' 

„ 12i-to40' ... 



OiliDg, lis. Od., painting, 20s. Od. per ton, for one coat. 
„ 10s. Od., „ I5s. Od. , „ 



12. DRILLING. See page 286. 



r > y 

*• J I; 

I 

I' > r 

f y 1 

M' > li 

Ittcil 

flancc 



Unit 



13- NOTCHING, CLEATING, &c. 



This can be UDdertaken in suitable cases at extras to be arranged. 



14. SHIPPING MARKS. 

Elaborate marking i\-il] be charged extra. 

15- TIME REQUIRED FOR DELIVERY. 

In the various tables of sizes and safe Joads, each section is marked with a UUer indicating 
the time required for deliverv (in normal times) ; these symbols are to be interpreted as 
follows : — 

* Stocked in London. Dewsbur>' and Glasgow, etc, (but see p, 6)- 
a Rolled at intervals of about 3/4 weeks. 



b 
c 



#* 



«- 



*t 



I- 



■I 



4/6 
6/8 



<■ 



>' 



These indi^-ations are only intended to gi\c an approximate idea of the time required for 
deliver^-, which will vary according to the state of trade, and tonnage required. Thus, rolii 
can usually be mounted spec%aiiy lor lots of 100 tons or more of a single section ; so that, 
as the capacity of the Mill is 500 to 1,000 tons per day. large Orders can often be rolled at very 
short notice. The smaller quantities normally specified can only be rolled as the rolls go in (or 
the various sections ; except that small lots of most sizes can usually be supplied from stock 
at mills — in " Stock " quality, i.e., mild steel of good qualitj- not sold to specific testa. 

To the time required lor rolUng, a further allowance must he made for carriage from mills 
to destination ; this averages two weeks to all parts of the United Kinj^dom. Time must 
also be allowed for any painting, drilling, or other Morkmanshjp required. 



Tadcr *' 11 
TateVU 
Vote 6' i< 

**vciirio 

OrerlS'ti] 



'toiTT 



Ailc 



238 




EXTRAS-Continued. 

JOISTS, CHANNELS, ANGLES, TEES, FLATS. 

De« t047. 



The following w<tl- the standard Hritish t-xtras in Dec, 1947, and are liable to altL-ration 
without notice. All arc per ton o( 2240 lb. Thty arc the " heavy " steelworks' oelra* ; lighter 
section^ tome under the re-rolIcrs' extras list and command a higher basis price. 

JOIST3 



Aim. 



a' ■/ \\' 

31' Y 3J' 

4' X \\' 

V > 2|' 

4' X 3" 

4- V 4' 

4r X ly 



^r ' I. 



Sijm:. 



Hvl ru. 



bifr. 



70,'- 
28/- 
10- 
fiO/- 
20'- 
JtO/- 
10'- 
3U - 



ft* 
6' 

6- 



X r 

X 3- 



»• X 7* 

10- X 8' 

1-2' X 8' 

14- / »' 



w- 

10/- 
7/8 

6/- 
10/- 
!»/- 
10/- 



IS' 
IS* 



X 8- 
X 8' 
y 7- 



IH' x 8" 
SO* X 6*' 
20' y. 7J' 
22' /r T 

24' / 7i' 



KsU;i. 

10/- 
10/- 
10/- 
10/- 
10/- 
10/- 
15/- 
2»'- 



It will !.«• 



'ecu that the Imsis si«.ii nte 5* 
•i'm5 fi" > 7'. !«' sV 12' 



*J' i<> iir X e- 

8-. jiikI 11' H' 



excepting fl' .V :>', iinil the wido- 



CHANNELS 



W cb TtilcfcncM. 



81aM> 



S/14'ui>Iu|> 



TJodcr 
5 l*)'toir4' 



I'Dilrr 

1/4- to a !«■ 



I'nder 4" and over 3* . . . . . . 

rmlcr fl- to 4* 

rndti li* toft' 

B' to 12'. flaaKeft 3'and tip 

Over 12' to 18'. flanges 3" and up 

Over 15' to 1.1|'. flnngM 3" and up 

Over Ul', flanges 3' and up 

ANOLES 



34/- 
W/- 
12, rt 

»/- 
10/- 
15/- 
80/- 



52/8 

35/- 
17,0 
7/« 
12/6 
17/8 
22 '8 



ttO/- 
40/- 
22 6 
10/- 
15/- 
20/- 
25/- 



8iw : Vnitol Inciter 



S/8' ami over 



I'mlcr 

3.(1* toS, IB' 



VoArt 

&, IS* to 1/4' 



t'Ddrr 
1 '4' I.. :i 1«' 



Voder 
I i Ift'to I «■ 



T to 12 . . 
lnder"lo« .. 
t'nderOtoS .. 
I'ndcT 5 and over 4 



buto 
12/8 

18/- 

S5/- 



8/- 
17 6 
»/- 
40/- 



10/- 
28,'« 

»6/- 
*■/- 



15,- 

30/- 
40/- 
55/- 



25/- 
40 - 
■»/- 
70'- 



With T'nequal AnfclM. if the differeoce in leoffth of flaoces exceed-^ I inch: 5 - jjcr ton. in addition 

to tbc above. 

Angles over 12 united Inches: 5 '- ]>er ton extra j>er inch or part, In addition to the thicfc n caa 



TEES 
As lor Angles, plus 2t' - jier tem ; with the f.JIowing aAHtinaal extras for t'nniual Tc« : — 

Stalk longer than table 10/- per ton. 

SUlIc thivker than Ubie M/- .. ,. 

[Continued overleaf.} 



IH 





289 



EXTRAS— Continued. 



•It 



FLATS 





ThJduuss. 


W'idlh. 


1/2" and 
over. 


Under 1, 2* 
to 3/&-. 


Under 3/8' 

to s/u: 


Under 5 Id* 

to i/r. 


8* and Mider 

Under 8' to 7* 

Under 7' to 6' 

Under 6' to over 5' 


5/- 
10/- 

17/6 

25/- 


12/6 

17/6 

2S/- 
32/6 


17/6 
22/6 
30/- 

37/fi 


22/6 

27/6 
35/- 
42/6 



The foT^oing ar^ the additions to be made to the current basi? price of Angles ; it will be 
obser\'ed thai the minimum extra for Flats is 6. - per ton. 

SE>ecially thick flats, with square edges, over 5' to under 12' wide, command the following 
extias in addition to the aforementioned minimum 5/- extra for Flats ; — 

Over IJ- to 3' thick 20/- per ton, 

„ 3' „ 6' ,j -- .. .. 30/^ „ „ 



QUALITY ; 

BoiJer quality 

Boiler quality to pass Board of Trade or Admiralty burvey 



SURFACE INSPECTION : 



Extra per too, 
10/- 
20/- 

6/-^ 



LENGTH : 

Joists over 50 ft,, per ft. or part 

Channels. Angles and Tees over CO ft, per ft, or jmrt 
Fiats over 40 ft. per ft. or part 



SHORT LENGTHS : /All ShapcO- 

Under lo/i, to 5ft 

6 „ 3 



It 



COLO STRAiGHTENINQ : 

Joists cold slraighlcned free of charge. Channels 6' and over 

Angles and Tees 6 united inches and over 

Flats 6' and over 



1/- 

1/- 
1/8 



2/fl 
10/- 



3/6 
3/« 
3/« 



PAINTING. OILING or CEMENT WASHtNO 
XiJctras quoted on application. 

SMALL LOTS : 

Under 1 ton of a die or thickness 



20/- 



eXACT LENGTHS : 

Cold sawing' to within J* marisin. incluMve of any extras for short lengths under 10 ft. and cold 

straightening, for each pound per foot in weight of section, Id. per bar. 

IK.g. for cold satting a ti' y 3' Joist wdghing 12 lb, per foot the extra for ''exact Icn^tlu" is 1/- 
pcr bar.) This extra does nut nccc&sarily include squaring both eiids. 



260 



WEIGHTS AND MEASURES. 





Page 


British and Metric Equivalents 


9Q*' 


Conversion Tables, British and Metric. 




X^nyths .,, 


293-296 


Areas and Volumes 


29S-299 


Teosiles 


272 


Weights 


300-304 


Gauges 


308 



r 



Decimals to Fractions 



• ■ t 



• ■« 



« • ■ 



*■ ■ 



297 



Weights of Materials. 




Angles and Tees ... ... ... ... 


204-205 


Bulls and Nuts 


214 


Ilats {or Plates) 


252-253 


Rivets ... 


210 


Galvanised Corru(jatcU Sheets 


222 


Sheets and Wire ... 


308 


Stotes, Building Materials, etc. ... 


306-307 




■*!- - 



t -^.^ 



1 . ,«F| - 



291 







* 



i 



m 



■ » 



^ 



BRITISH AND METRIC EQUIVALENTS ETC 



To convert 



• > 



Linear Measure. 
Inches 

§t "* 

Yards 
Miles 

Sql-are Measure, 
Square Inches 

„ Feet 

„ Yards 

Acres , 

Square Miles 

Cubic Measure. 
Cubic Inches 

I-eet -.- 

Yards... 

Pints 

Gallons 

Quartic Meascrr, 
Inches* 

Weight, 

Ounces 

Pounds 

Cwts.... 

Tons 

Weight fer Length. 
rounds per foot 
., „ yard .. 

Pressures etc. 

rounds per sq. inch 

tt .> ,. foot 
Tons per sq. inch ... 

■ I f ■ jt loot a * • 

■* H tl •! ■»- 

Tons per acre 
Foothead o( water ,.. 

Weight x Length, 
Foot-pounds 

Inch-tons 

Foot-tons 

Veloci TV- 
Miles per hour 
Kilometres per hour 



Into 



Millimetres 
Metres 



VI 



tr 



Kilometres 

Square Centimetres ... 
», Metres 



ri 



>• 



ti 



Vf 



Kilometres ,.. 

Cubic Centimetres .,. 

,^ Metres 

» tj •-- <.» 

Litres ... 

•t ■•■ --■ «>> 

Centimetre* 

Grammes 

Kilogrammes 

i» • ■« - .. 

tt •*• • ■■ 

Kilos, per metre 



<> »i 



#j 



Kilos- per sq. mm. 

i* ■■ .. cm. 

I* .. t. mm. 
Lb, per s<| inch 
Kilos, per sq. cm. 
Kilos, per liectarc 
Lb. per sq. inch 

Kilogram -met res 



I* 






Feet per second 



1* It 



Multiply 
by 



25 ■'1000 
n- 02540 
0-30-180 
0-91440 
1 - 6U'J34 



6-45159 
0- 09290 
0-83613 
40J6-85 
2-58998 

16-3870 
0:i832 
0-70455 
0-56825 
■J 54596 



(I 00070 
0-001)49 
1-57488 
15-5556 
1-09367 
2510-71 
0-43256 



Log. 



40fS33 
404S33 
484075 
961136 
206649 

809667 

968029 
922272 
607117 
413297 

214509 
452044 
SS3 tOS 
754537 
657626 



41-6230 619333 



28-3495 45254G 

0-45359 6S6666 

50-8023 ' 7058S4 

101605 006911 



I -48817 17265} 
-49006 . 695530 



S4G999 
6SS637 
297247 
191SS6 
03SSS5 
399797 
636044 



0-13825 1406S0 

J.'.-8076 4U747 

309 - 69 1 49002& 

J 

I 

1 --16667 ir.633I 

n- 91 133 9.59e«J 



Dmde 
by 



0-03937 
39-3701 
3-28084 
1-09361 
0-62137 

0-15500 
10-7639 
1-19599 
■ 00025 
0-38610 

006102 
35-3148 
1-30795 
1-75980 
0' 21998 



- 03527 
2-20462 
0-01968 

IJ- 00098 



l/Jg. 



595167 
595167 
515980 
03S864 
793352 

190333 
031971 
077728 
392883 
586703 

785500 
547956 
116592 
245463 
342374 



0-02103 3}>066\ 



547454 
343334 
294 116 
9'J30!sii 



0-67197 


fi273i9 


2-01390 


304470 


1122 33 


153001 


2048-16 


311363 


0-63497 


Hfy>753 


0- 06429 


fi081l5 


0-91436 


961115 


0' 00040 


600203 


2'31183 


363956 


7 23302 


$69320 


■ 03875 


SSS253 


- 00323 


509072 


0-68182 


833S6f> 


I '09728 


040317 



Amplified 
on Page 



293, 2V6 



SOS 



29S— £(« 
299 

SOS 

■ J 

299 
1 1 



305 

300—301 

304 



jt 



9M 



272. 300 



272 



I metre - 39 370113 duchcs 



The Bbo%-e fif^ures are calculate! from the Bntlsh les^al equivmloU (LS9A) wj 
I kiloBTfilB ^ 2 2048223 pounds ; 1 galkm = 4 5tiUfl3l litre. 

The weifhl f.f steel iti pounds fiei fool is 3 4 times the ftectiouAt area in square incba. 

The wcipht nf sleel *ii kiloa. per tnclrc \b usuaUy taken u 785 timo the wctional axca In Mu^re ctuUmcUe*, but the 
(XJrrect Lgure is -7M3 apprpx. 

The British gallon i» the volume occuricd bv 10 lb. of pure water of « ctrUin lemperature etc. This l» M nearly u 
possible «j. 42 ctibic itictao Hence, 1 cubic f'v>t of water equ^h 6 23 gftUons Piire wi»t«t ^reiitha ftS 3 tb , and 
*ca wai« apiwoK. M lb per cubic loou The UnUcd 6Uie» j^dlloii itiqtaid meaftitei i« qqIv £31 cubic incha, m„ 
& 6th£ of the BnU»h jEaJlon. 



292 



f 



p^mlertne 



ri»^ 



u ' j.sa 

a 1.S5S 

li 1.5:; 

11 1 i,s:: 



n 6,401 



a' 
r, 
« 

i 

5 ».M9 

5 : *-'^ 

B ' lo.oig 



II 

r 

K 

« 
G 

M 
ft 

ft 

e 

ft 

ft 




* 




FEET AND INCHES INTO METRES. 




For 


intermediate Icngrlhs, invoTvifie fractions, take the equivalent of the inches from the tabl« on page 


296 ; 






thus. 4r4!' - 2,497 + 0,15T = 12,G18 metres. 




F«0t. 


0' 1* 2' 


3' 4- 5' 


6' r 8' 


9' 1 10* ir 


Ktjet 





0.025 


0.05! 


0.076 0,102 0.127 


0.152 ; 0,178 , 0.203 


0.229 0,254 


0.279 





1 


0.W5 0,330 


0,356 


0,381 0,4U6 0,432 


i>,457 0,483 0,.j08 


0.533 0,559 


0,684 


1 


S 


0,610 


0.635 


0,660 


0,686 0,711 0,737 


0,762 0,787 0,813 


0,838 0,864 


0,889 


2 


3 


0.tH4 


0,940 


0.966 


U,^91 l.ni6 1.041 


1.067 


1.092 1.118 


1.143 1.166 


1,194 


3, 


4 


1.219 


1,245 


1.270 


1,296 1,321 1.346 


1.372 


1,397 1.422 


1.448 1,473 1,4110 


4 


5 


1.524 ' 1.549 


1,575 


1,600 1.626 1.651 

1 


1,676 


1,702 1,727 


1.753 1,778 1,^03 


4 

5 


6 


Ud29 1 1.854 


J. 880 


1,905 1.930 ' 1.956 


1,981 2.007 2,032 


2.057 2.083 


2.1 OH 


e 


7 


2,134 2,159 


2,184 


2,210 2,235 , 2.261 


2,286 2.311 2,337 


2,362 1 2,386 ' 1\4I3 


1 


8 


2,4:i6 2.464 


2,489 


2.515 2,540 2,565 


2.591 2.616 2,642 


2,667 2,092 J. 718 


8 


d 


1>,743 1 2.769 ; 2,794 


2,819 2.845 2,870 


a,896 2.921 2,94*i 


2,tf72 2.997 3,n23 


9 


10 


3.U48 


3.073 


3,099 


3,124 3,150 3,175 


3.200 1 3,226 | 3.261 


3.277 3,302 3,327 


10 


11 


3.353 


3.378 


3,404 


3,429 3,454 3,480 


3.505 3.531 f 3,556 


3.581 3.607 i 3,631^ 


11 


12 


3,658 


3.683 


3,708 


3,734 3.759 3.785 


3,810 3,835 3.861 


3,686 3.912 ! 3,937 


12 


la 


3,062 


3.988 


4.013 


4.039 4,(>fi4 4.089 


4.116 4,140 4.166 


4,191 4,216 4.242 


13 


14 


4.267 


4,293 ' 4,318 


4,343 4,36<* 4,3^4 


4,420 4,445 4,470 


4,496 4.521 4,547 


14 


IS 


4,571* 


4.597 4,^23 


4.648 4.674 


4.01^9 


4,724 4.750 4,775 


4,80l 4,826 : 4,851 


16 


le 


4,877 


4.902 4.928 


4.953 4,978 


5.004 


5,029 5.055 6,080 


5.106 5.131 ' 5,150 


16 


17 


5,U2 


6.207 5,232 


5.258 5.283 


6.3U9 


6.334 5,359 5,385 


5,410 5,436 6.461 


17 


18 


5,48G 


5.512 , 5.537 


5.A63 5,588 ' 5,013 


6.0,^9 5.664 5,6TO 


5,716 5,740 , 5,76H 


18 


19 


6.7ftl 


5,817 5,842 


5.?<67 5,893 5,918 


5,944 5.969 5,904 


0.020 6.045 6,071 


19 


£0 


6,006 1 6.121 


6.147 


6,172 , 6,198 6.223 


6.248 6,274 6. 299 


6.325 6,350 0,375 


20 


21 


6,401 


R.426 6,452 


6,477 6,502 6,528 


0,553 6,579 6,604 


6,629 0,655 6,680 


21 


22 


6,706 


6,731 6.7.'»6 


6,782 6.807 6,83:i 


0.858 0,883 6,900 


6.934 6,960 6,98:- 


22 


S3 


7.010 


7.036 


7.061 


7,087 7,112 7,137 


7,163 7,188 7,214 


7,239 7.264 7,290 


23 


£4 


7.315 


7.341 


7.360 


7.391 ' 7,417 7.44:: 


7.468 7.493 7,.1l8 


7.544 7.669 7.595 


24 


25 


1,G2Q \ 7.645 


7,671 


7,096 7,722 


7,747 


7.772 7,708 


7.823 


7,849 1 7,874 7,899 


25 


26 


7.925 


7,950 


7,976 


8.001 8,Q2« 


8.052 


8,077 8,103 


8.128 


6,153 


8.179 8.204 


26 


S7 


8,:230 


6,255 


8.280 


8.306 8,331 


8,357 


8.382 8.407 8,433 


8.458 1 8.484 4,509 


27 


S8 


8,534 


8,560 


8,535 


8.611 6,636 R.661 


8,687 1 8,712 8,738 


8.763 ; 8,788 8,814 


58 


S9 


8,639 


8.965 


8,fi90 


B.915 8.941 8.966 


8,992 1 9,017 9,042 


9,068 1 9,093 9.1 ]9 


29 


SO 


9,144 


D.169 


9.195 


9,220 9.246 9,271 


9.296 9,322 


9.347 


9,373 9,398 9,423 


30 


ai 


1««449 


fl.474 


P.^'iOO 


9,525 9.550 9.576 


0.601 9,627 


9,652 


!>.fi77 9,703 9.728 


31 


32 


H.:54 


P. 77 9 


9,8U4 


9,830 9,855 9,881 


U.906 9.93t 


9.957 


!>.982 lo,O0K 10,033 


S2 


n 


10,058 


10,0 84 


10.109 


10,136 UMCO 10,185 


10 211 10,236 10.262 


1n,287 10,312 lo,33fi 


33 


S4 


10,363 


10,369 


ln,414 


10.4:^(9 10,465 ■ J0.490 


10.516 10.54J. 10,566 


10.592 10,017 , 10.043 


34 


35 


10, 068 


10,693 


10,710 


10.744 10,770 10.795 


10,820 10,846 10,871 


10.897 ' 10.922 


10.947 


35 


36 


10,973 


10,998 11,024 


11,049 11,074 11.100 


11,125 11.151 n,176 


11,201 11.227 


1K252 


36 


37 


11,278 U.303 ' 11,328 


11.354 11.37!» 11.405 


11.430 11.455 n,481 


11,000 11,532 11.557 


37 


88 


11,582 11,608 1 ll,fl3:i 


11,059 11.684 11, 70© 


11,735 11.760 n.THG 


11,811 1 i.S36 11,862 


38 


39 


11.887 , H.^13 ' 11,938 


11.963 11,989 12,014 


12,040 12,065 12,090 


12,116 12,141 12,107 


39 


40 


12.li*2 


12,217 12,243 


12.268 12.294 12.31H 


12.344 12,370 i 12,395 


12.431 , 12,446 12.471 


40 


41 


12,497 


12,522 


12,648 


12,573 ' 12,598 12,024 


12.649 12,675 12,700 


12,725 12,751 12,770 


41 


42 


12,8f»2 12.827 


12,852 


12.J*78 12,903 12,929 


12.954 12,973 13.005 


13.030 I3,056 13,'iSl 


42 


43 


13,106 


13,132 


13,1.17 


13,183 ! 13.208 13.233 


13.269 1 13.284 13,310 


13,33.^ 13.360 13,380 


43 


4^ 


13.411 


11,437 


13.462 


13.487 13,513 13.53H 


13.564 13,689 13,614 


i:t,Glu 13,605 13,601 


44 


46 


13.716 


13.741 


13,767 


13,71*2 ; 13.818 13,843 


13.868 13,894 13.919 


13.945 13.970 ; 13.995 

1 


45 


46 


U.021 


14,046 


14.072 


14,097 1 14.122 14.148 


14.173 14.199 14,224 


14.249 14,275 14,300 


46 


47 


U.326 1 14.351 ( 14,370 


14.402 14,4:^7 14.453 


14,478 14,503 14.529 


U,554 U,580 14.605 


4T 


43 


U,ti30 ' 14,656 I 14.681 


14,707 14,732 14,757 


14.783 I4,ftOg 14.834 


14.859 14,884 14,910 


48 


49 


U,r^35 U.ltfil 1 14.^86 


15,011 15,037 15,062 


15,0S6 15,113 15.i:iS 


\.\U\X 15.189 15.215 


49 


50 


15.240 15.265 15,291 


15,316 15,342 15,367 


15,3tJ2 15,418 15,443 


ir>.409 15.494 15,511) 


SO 


Feet 


60 70 80 


90 100 150 200 300 400 500 1000 Fm 


!t 


M.-»i 


^9 lft,288 21.336 24.3 


i\ 27 ATI 30.1 HO 45.720 6'\960 91.440 121,920 152,400 304.801 Me 


tT'-S 



293 




coa*. 



I( 






^\p 










1 

MILLIMETRES 


INTO INCHES. 














To convert decimals >rtto vulgar 


fraclion-s, 


sec Table on pae« 


297. 
















1 


mm. = 0-03 9-3 70 inch* 












Mm. 





1 


2 

1 


3 


4 


fi 


6 




6 


9 


Mm. 







■-' 


0-039 


0-079 


0-118 


0-167 


0-197 


0-236 


0-276 


0-315 


0-354 







10 


0'3D4 


0-433 


0-472 


0-512 


0-551 


0-591 


0-630 


0-669 


0-709 


0-748 


10 




30 


O'VST 


0-827 


0-866 


0-906 


0-945 


0-984 


1-024 


1-063 


1-102 


1-142 


so 




30 


1181 


1-220 


1-260 


1-29P 


1-339 


1-378 


1-4K 


1-457 


1-496 


1-535 


so 




40 


1-67& 


1-614 


1-654 


1-693 


1-7311 


1-772 


1-811 


1-860 


1-890 


1-929 


40 




50 


1-969 


2-008 


2-047 


2 087 


2-126 


2-165 


2-205 


2-244 


2-283 


1 2-323 


50 




60 


2-36:' 


2-402 


2-441 


2-480 


2-520 


2-559 


2-598 


2-638 


2-677 


1 2-717 


eo 




70 


2-760 


2-795 


2-835 


2-874 


2-913 


2-963 


2-992 


3-032 


3-071 


3-ilO 


"0 




80 


3 15i> 


3-189 


3-2:>S 


3-268 


3-307 


3-346 


3-380 


3-426 


3-465 


3-504 


80 




SO 


3'5U 


3-583 


3-622 


3-661 


3-701 


3-740 


3-780 


3-819 


3-858 


3-808 


80 




100 


3-957 


3-976 


4-016 


4-055 


4-095 


4-134 


4-173 


4-213 


4-262 


4-291 


100 




110 


4-331 


4-370 


4-409 


4-449 


4-488 


4-52B 


4-567 


4-606 


4-646 


4-685 


110 




120 


-l-TlH 


4-764 


4*803 


4-843 


4 '8812 


4-921 


4-961 


5-000 


6-039 


5-079 


120 




130 


aiis 


5158 


6-197 


5-236 


6-276 


6-315 


5-354 


5-394 


5-433 


6-472 


130 




140 


5-512 


5-651 


6 591 


5-630 


6-669 


6-709 


5-748 


5-787 


6-827 


5-866 

1 


140 




150 


5-906 


5-945 


5-984 


6024 


6 063 


6-102 


6 142 


6-181 


6-221 


1 

6-260 


150 


' 


160 


6-:;99 


6-339 


6-378 


6-417 


6-467 


6-496 


6-635 


6-675 


6-614 


6-654 


160 




170 


6W^ 


6-732 


6-772 


6-811 


6-860 


6-890 


6-9211 


6-969 


7-008 


7-047 


170 




180 


71)87 


7-126 


7^165 


7-206 


7-244 


7-284 


7-323 


7-362 


7-402 


7-441 


180 




ISO 


7-480 


7-520 


7-559 


7^598 


7-638 


7-077 


7-717 


7-756 


7-795 


7-835 


190 




200 


7-874 


7-913 


7-953 


7-992 


6-032 


8071 


8-110 


8-150 


8-189 


8-228 


200 




310 


8-268 


8-307 


8-347 


8-386 


8-425 


8-465 


8-604 


8-543 


8-683 


8-622 


210 




220 


8-661 


8-701 


9-740 


8-780 


8-819 


8-853 


8-898 


8-937 


8-976 


9-016 


220 




230 


0-055 


9-095 


9-134 


9173 


9-213 


9-252 


9-291 


9-331 


9-370 


9-410 


230 




S40 


9-449 


9-468 


9-528 


9-667 


9-606 


9-646 


9-G85 


9-724 


9-764 


9-603 


240 




250 


9-913 


9-682 


9-921 


9-961 


10 000 


10-039 


10-079 


10-118 


10-158 


10197 


250 




2S0 


10-236 


10-276 


10-315 


LO-354 


10-394 


10-433 


10-473 


10-512 


10-551 


10-591 


260 




870 


10' 630 


10-669 


10-709 


10-746 


10-787 


10-827 


10-866 


iO-906 


10-945 


IU-984 


270 




2S0 


11-024 


n-063 


11-102 


11-142 


11-181 


11-221 


11-260 


11-299 


11-339 


11-378 


280 




290 


U-417 


n-457 


11-496 


11-530 


11-675 


11-614 


11-654 


11-693 


11-732 


11-772 


290 




800 


n-sii 


n-850 


n - 600 


11-929 


11-96P 


12-008 


12-047 


12-067 


12-126 


1S166 


300 




310 


12-206 


12-244 


12-284 


12-323 


12-362 


12-402 


12-441 


12-480 


12-620 


12-5Se 


310 




320 


1:^-6119 


12-638 


12-677 


12-717 


12-75H 


12-795 


12-835 


12-874 


12-913 


12-953 


320 




330 


12992 


13-032 


13-071 


I3'110 


13-150 


13-18t> 


13-228 


13-268 


13-307 


13-34 7 


830 




340 


13-3^6 


13-425 


13-465 


13-504 


13-543 


13-583 


13-622 


13-662 


13-701 


13-74U 


MO 




350 


13-780 


13-819 


13-858 


13-898 


13*037 


13-977 


14-016 


14-055 


14-005 


14-134 


350 




360 


14- 173 


14-213 


14-2ft2 


14-291 


14-331 


14-370 


14-410 


14-449 


14-488 


14-S28 


300 




370 


U-ft67 


1 4 - GOfj 


U-84G 


14-685 


14-725 


14-764 


1 4 - 603 


14-843 


14-88L: 


14-1121 


370 




380 


14-901 


15-000 


15-040 


16-079 


15-116 


15-158 


15-197 


15-236 


16 276 


IA-31fi 


380 




SIM) 


16' 3M 


15-394 


15-433 


15-473 


15-612 


15-551 


15-691 


15-63U 


16-669 


15-709 


390 




400 


15-748 


15 788 


15-827 


15-866 


15-006 


15-946 


15-984 


16-024 


16-06^ 


16- 103 


400 ' 


410 


16142 


16-181 


16-221 


16-264" 


16*299 


16-339 


16 378 


16-417 


16-457 


16-496 


410 


420 


16-536 


16-575 


16-614 


16-654 


16-693 


16-732 


16-772 


16-811 


16-851 


16-890 


420 


430 


16 929 


16-969 


17-008 


17-047 


17-087 


17-126 


17-166 


17-205 


17-244 


17-284 


430 


440 


l«-323 


17-362 


17-402 


17-441 


17-480 


17-520 


17-559 


17-599 


17-638 


17-677 


440 


4&0 


17-717 


17-766 


17-795 


17-835 


17-874 


17-914 


17-063 


17-992 


16-032 


l$-071 


450 


480 


Id- MO 


18-150 


18-189 


18-229 


18-268 


18-307 


18-347 


18-386 


18-426 


I8'4ec 


4N 


470 


18-504 


18-543 


18-693 


18-622 


18-662 


18-701 


18 '740 


18-781) 


18-819 


18-856 


470 


480 


1S-&9& 


18-937 


I8'«77 


19-016 


19-055 


19-095 


19-134 


19-173 


19-213 


19-252 


480 


4&0 


19-292 


19-331 


19-370 


19-410 


19-449 


19-488 


10-626 


19-507 


19-606 


19-646 


4»0 


1 

■ 


294 


' 




fli iM't 
HO 
M 
HI 



m 

m 
m 
m 



m 

M 

« 

m 

m 
m 



:« 
no 



m 

HI 

U4 

HO 

m 

m 

111 

Nl 



8 








MILLIMETRES 


INTO 


INCHES.— 


Continued. 












To convert dec 


maU into 


vulgar fractions, 


see Table 


on page 


297. 
















1 


mm. = 003937O inch. 












Mm. 





1 


e 


3 


4 


6 


6 


7 


8 

1 


a 


Mm, 




500 


19-685 


19-725 


iy-764 


19-803 


19-843 


19-882 


19-921 


19-961 


20-OOU 


20-040 


500 




510 


20-079 


20-118 


20-158 


20-197 


20 -230 


20-276' 


20-315 


20-365 


20-394 


20-433 


510 




S20 


20-473 


20-512 


20-651 


20-591 


20'63i» 


20-669 


20-709 


20-748 


20-788 


2(J-827 


520 




630 


20-866 


2O-90G 


20-94f> 


20-984 


21 024 


21 063 


21-103 


21-142 


211S1 


21-221 


530 




540 


21-260 


21-299 


21-339 ^ 


21-378 


21-418 


21-457 


21-496 


21-536 


21-675 


21-614 


540 




650 


21-6S4 


21-693 ' 


21-732 


21-772 


21-811 


21-851 


21-890 


21-929 


21-96CI 


22-008 


550 




560 


22-047 


22-087 


22-12C 


22'16ft 


22-205 


22-244 


22*284 


22-323 


22-362 


22-402 


560 




S70 


22-441 


22-481 


22e2u 


22-551I 


22-699 


22 - 638 


22-677 


22-717 


22-75(i 


22'79;> 


870 




660 


22-835 


22-874 , 


22-914 


22-053 


22 - »92 


23-032 


23-071 


23-110 


23-150 


23-18<J 


580 




690 


23-229 


23-268 

1 


23-307 


23-347 


23-386 


23-424 


23-464 


23-503 


23 543 


23-682 


^iF -m^ m^ 

590 




600 


23-622 


23-662 


23-701 


23-740 


23-780 


23'81?J 


23-858 


23-898 


23-937 


23-977 


600 




610 


24-016 


24055 


24 095 


24-134 


24-173 


24-213 


24^252 


24-292 


24-331 


24-370 


610 




620 


24-410 


24-44?» 


24-4S8 


24-528 


24-567 


24-607 


24^646 


24-685 


24-725 


24-764 


620 




630 


24 '803 


24-84:( 


24-882 


24-92L 


24-961 


25-000 


25-040 


25-079 


25' 118 


25-158 


630 




640 


25-197 


25-236 
1 


25-276 


25-315 


25' 355 


25-394 


25-433 


25-473 


25-512 


25-651 


640 




650 


25-691 


1 
25-630 


25-670 


26-709 


25<748 


25'788 


25-827 


25-866 


25-906 


25-94S 


650 




660 


25-064 


26-024 


26-063 


26-103 


26-142 


26-181 


26-221 


26-260 


26-299 


26-339 


660 




670 


26-378 


26 418 


26-457 


26-496 


26-536 


26-575 


26-614 


26-654 


26-fi9:i 


26-733 


670 




680 


26-772 


26-811 


26-851 


26-890 


26-929 


26-969 


27-008 


27-04 7 


27-087 


27-126 


680 




S90 


27-166 


27-205 


27-244 


27-284 


27-323 


27-362 


27-402 


27-441 


27-481 


27-520 


690 




700 


27-559 


27-5f>fl 


27-638 


27-677 


27-717 


27-756 


27-796 


27-835 


27-874 


27-914 


700 




710 


27-95S 


27-992 


28-032 


28-071 


28-lM 


28-150 


28-18^ 


28-229 


28-268 


28-307 


710 




720 


28-347 


2S-38fi 


28-423 


28-465 


28-504 


28-544 


28*583 


28-622 


28-662 


28-701 


720 




780 


28-740 


28-780 


28-819 


28-859 


28-898 


28-937 


28-977 


29-016 


29-055 


29-09.1 


730 




740 


29-134 


29-173 


29-213 


29-252 


29-292 


29-331 


29-370 


29-410 


29-449 


29-488 


740 




760 


29-528 


29-667 


29*007 


28-646 


29-685 


20-725 


29-764 


29-803 


29-843 


29-882 


750 




7«0 


29-922 


29-Wl 


30-000 


30 040 


30 079 


30-118 


30-158 


30-197 


30-236 


30-276 


760 




770 


30-315 


30-355 


30-394 


30-433 


30-473 


30-612 


30-551 


30-591 


30-630 


30-67O 


770 




780 


30 ■ 709 


30-748 


30-788 


30-827 


3Q-86r> 


30-906 


30-945 


30-985 


31-024 


31-063 


780 




780 


31-103 


31'U2 


3M81 


31-221 


31-260 


31-299 


31-339 


31-378 


31-418 


31-457 


790 




800 


31-406 


31-5.10 


31-575 


31-614 


31-654 


31-603 


31-733 


31-772 


31-811 


31-851 


800 




810 


31-890 


31 '929 


31 '969 


32008 


32-048 


32-087 


32-126 


32-166 


32 < 205 


32 < 244 


810 




830 


32-284 


32-323 


32-362 


32-402 


32-441 


32-481 


32 -52V' 


32-559 


32-590 


32-638 


820 




830 


32-677 


32-717 


32-756 


32-796 


32 835 


32-874 


32-914 


32 ■ 953 


32-99L^ 


33-032 


830 




840 


33-071 


33-111 


33-150 


33-180 


33-22U 


33-268 


33-307 


33-347 


33-38i> 


33-425 


840 




860 


33- 465 


33-504 


33-544 


33-583 


33 '622 


33-662 


33-701 


33-740 


33-780 


33-819 


850 




860 


33-859 


33-898 


33-937 


33 077 


34-016 


34-056 


34-095 


34- 134 


34-174 


34-213 


860 




870 


34-252 


34-292 


34-331 


34-370 


34-410 


34-449 


34-4BS 


34-528 


34-567 


34-007 


870 




880 


34-640 


34*685 


34 '725 


34*764 


34-803 


34-843 


34-882 


34-922 


34-'96l 


35-000 


880 




890 


36 040 


35-079 


35-118 


35-158 


35197 


35-237 


35-276 


35-315 


35- 355 


35-394 


890 




900 


35-433 


35-473 


35-512 


35-652 


35-591 


35-630 


35-670 


35-709 


35-74S 


35-788 


SOO 




910 


35-827 


35*666 


35-006 


35-945 


35-985 


36-024 


36-0G3 


36- 103 


36'14,> 


36-181 


910 




920 


36-221 


36-260 


36-300 


36-339 


36-378 


3G-418 


36-4.'>7 


36-496 


36-536 


30-575 


920 




930 


36-61.-> 


36-654 


36-693 


36-733 


36-772 


36-811 


36-851 


36-890 


30 929 


36-969 


930 




940 


37-008 


37-048 


37-087 


37-126 


37-166 


37-205 


37-2*4 


37-284 


37-323 


37-363 


B40 




B50 


37-402 


37-441 


37-481 


37-520 


37-559 


37-599 


37-638 


37-677 


37-717 


37-759 


650 




960 


37-796 


37-835 


37-874 


37-914 


37-953 


37-992 


38-032 


38^071 


38-111 


38-150 


B60 




970 


38-189 


38-229 


38-268 


39-307 


38-347 


38-386 


38-42fi 


38 465 


38-504 


38-544 


970 




980 


38-583 


38-622 


38-662 


38-701 


38-741 


38-780 


38-819 


38-859 


38-898 


39-937 


980 




990 


38-977 


39-0L6 


39055 


39-095 


39-134 


39174 


39-213 


39-252 


39-292 


39-331 


990 





r 




tables. 



295 



r 



Index, 




I 



INCHES INTO MILLIIVIETRES. 


For converlinc decirnAl^ of An Inch into mtllimetret. ««« pAS« 397. 


r - 25,4 mm. l/8'-3.l75 mm. I Ifl 


'-1.587 mm. S/C*' - 1.191 mm. 1 32* - 0.704 mm. I,'»l' - 0.397 mr» 1 


' till 


F 








Inches 1 2 ' 3 

1 1 1 


4 6 

1 


6 7 


8 


9 10 11 

1 1 


• •- ■■ « 





25.40 50.80 70,20 


101,00 127,00 


152,40 177,80 


203,20 


1 

228.60 254.00 279.4a 


A- 


1.5'J 


2f>.99 52.39 77.79 


103,19 128.59 


153.99 179.39 


204,79 


230,19 255.59 280,99 


1 


3.17 


28.57 53.97 79.37 


104,77 1.10,17 


155.57 180,97 


206.37 


231.77 1 257.17 282.57 


■V "* 


4.7G 


30.10 55.r>G 

1 


80.96 


106. 30 131.76 


157.10 182.50 207,96 
1 


233,36 258,76 284.18 


i f>.35 


31.75 57.15 


1 

82.. 'k') 


1 
107 i'.*! 133.35 158,73 184,15 209,55 


234.95 ' 260.35 285.7S 


A - . V.M 


33.34 58.74 


84.14 


09,54 134,94 1G0.34 185,74 


211,1-1 


236.54 261,94 287.34 


1 


9.52 


34.92 60.32 


SS.72 


11.12 136.52 


1C1.92 187.32 


212,72 


238,12 263.52 288.92 


A . 11.11 


36.51 61.01 ' 1^7.31 

1 


12,71 138,11 


1C3,S1 188.91 


214,31 


239,71 265.11 290,51 


i 


12,70 


38.10 03.50 88,90 1 


14.30 139.70 


105,10 190,50 


215,90 


241.30 266,70 292.10 


*-. 


H.39 


ay.tiit 05.09 


90,4it 1 


1.'>H!' 141.29 


166.09 m.Q9 


217.49 


242,89 268,29 .: 


< 


15.tt7 


41,27 (i0.07 


92.07 1 


17.47 142.87 • 168,27 1^0.67 


219,07 


244.47 269,87 295.27 


it ... 17,46 


42.86 C8.26 


93.00 119.0C 144,46 1 160,a6 195,26 220.06 


246.06 271,46 296.86 


J 19.05 


44.45 69,S" '25 1 


20,65 146.05 


171,45 196,85 222.25 


247.65 273,05 298,45 


il . :- f.4 


40,04 71,44 1 I 


22. 'J4 147,64 


173,04 198,44 


223,84 


249.24 274,64 300,04 


i 22.22 


47.02 7.1,' - 1 


23,82 149.22 


174.62 200,02 


225,42 


250,82 276.22 301,62 


« ... 23.81 


49.21 74.61 100.01 I 


25.41 150.81 


176,21 201.61 


227.01 


252.41 277,81 303.21 


METRES INTO FEET. 


for iniMimci 


r« tnto Inch**. ••• tabic on p«sei 2M'205. 




1 m«lrc • 39.370 1 1 3 inchsft. 


M.trM 10 


10 30 

1 


«0 


10 


1 ... 32' »-70' 


65' 7 40* 98' 5-10' 


131' 2-80' 164' 0-51* 


1 ' S' 3 37- M' 107' 


68' 10-77' lOr 8-47' 


134' 6 17' 167' 3-88' 


t «• 74' 3»' i W 

1 


72' 214' I"4' 11 84' 


137' 9 .'.4' 170' 7 2ri' 


8 »' 10 11' 42' 7 81' 


75' 5 51' 108' 3 21' 


141' 91' 173' 10 02' 


4 13' l-4tt' 46' 11 18' 


"«' 8M' i]\- 6-58' 


144' 4 28' 177' I 99* 


ft 16' 4 AS' 49' 2-&5' 


82' 0-2&* 114' 9-95' 


147' 7-65' liO' 6S6' 


e W 8-22' 52' 5W 


85' 3 C2' 118- I sr 


150' 11 02' 183' 8"S' 


7 22' 11 -sr Si' o-ar 


M' 6W 121' 4 CV 


154' 2-39' 187' 10- 


8 j 26' 2-M' &»' 0-66' 


91' 10 36' .4' 8 06' 157' 6-76' 1»0' 3 47* 


1 1 »' 6-33" C2' 4 or 

1 


95' 1-73' 1 127' II 4j' ibO' 913' 191' tW 



DEClMi 



^m^jlbif 












« 

I « 

N 



« 



1 I 

u 

B 



8 
H 



U 



r 

8 
Kl 

8 

utta 

c 

flu 

« 



8 



8 
t 



-8 

•n 



11 



^1 



DECIMALS OF AN INCH INTO FRACTIONS AND MILLIMETRES. 




By meitisof this Table, dccimaU of an inch can be converted cUh« into Iraclions — to the nearest 16th, 32nd, or 




6ith, as may be required — ot into millimetres. 






The Table can also l>e used lor converline fractions into decimal, equivalents printed in heavy type being exact. 




Decimal. 
01 


lOtlis. ; 



12nd3. 


»Ltui. 


iMm. 


Decimal, 


I6lhs. 
5 + 


32iififl. 
11 - 


tiltlis. 


Mm. 


DMiimal. 


■ 1 

16ths. 


32ndn.' CItlia. 


Mm, 







1 — 


-34 


22 


8.6 


67 


II - :]t + 43- 


17,0 




■015825 








1 


n.4 


34375 


5 + 


U 


22 


8.7 


671875 


11 - ; 21 + 48 


lU 




02 





1 — 


I + : tt.-J 


SR 


6- 


1 1 + 22 + 


8.9 


tw 


1 1 - I 22 — 1 44 - 


17.3 




-03 





1- 


2— ll.S 


■iyi9375 


6- 


11+23 1 9! 1 


■«S75 


11 


22 44 1 17.5 




■03125 





1 


2 U.8 


-36 


6 — 


12- 


23 + 


9,1 


■uu 


11 + 


22 + 


44 + 


17,5 




04 


1 — 


1 + 


3- 1,0 


37 


6 — 


12 — 


24 - 9.4 1 


■70 


11 + 22 + 


4.1- 


17.S 




■048875 


1- 1 + 


8 . 1.2 


375 


6 


12 


24 


9.5 


703125 


11+22+45 17.9 




■05 


1-12- 


3 + l.S 


3a 


« + 


12 4- 


24 + 


9.7 


■71 


11+ 23 — ■ 4,^> + 


18,0 




-06 


1- 2 — 


4- 1.5 


31 


6 + 


12 4- 


25-^ 


9,9 


■71875 


11+23 4ii 


18.;i 




0625 


1 2 


4 


'■» 


3.90625 


6 + 


12+25 


9,9 


■72 


12- 


23 + 1 46 + 


18,3 




■07 


1 + 2 4- 


4 + 1.8 


-40 


6 + 


13 - 26 - 


10.2 


-73 


12- 


23 + 


47 — 


18.5 




•078125 


I + 2 + 


5 2.0 


40625 


6+13 2tJ ! 10,3 1 


■734375 


12 - 23 + 


47 1**J 




-08 


1 + 3- 


5 + 2.0 


41 


7 - 13 + 26 + 


10.4 


■74 


12 -, 24- 47 + , 1»,» 




09 


1 + 


3- 


6- 


2.3 


■42 


7— 13 + 


27- 


10,7 


-75 


12 24 \ 48 10.0 




09375 


1 + 


3 


6 


2.4 


■421875 


7 — 


13 + 


27 


10,7 


76 


12 + 


24 + ' 4SI- 1 19,3 




■1 


^ 


3 + 


6 + 


2.5 


■48 


. ^^ 


14- 


28- 


10.9 


-765B25 


12 + 


24+49 19.4 




•109375 


■» ^ 


3 + 


7 2.8 


4375 


7 \ J4 


28 


11.1 


■77 12 + 1 25- 41) + 19.e 




■11 


O ^ 


4 — 


7 + 1 2.8 


44 


7 + 


14+ i 28 4- 


11.2 


■78 


12 +2.1- 50— 19.» 




■12 


2 


4 — 


8 - .t.n 


45 


7 + 


14+ 29- 


11.4 


-78125 


12+ 25 511 l'),l:i 




■125 


2 4 


S 3.2 


■453125 


7 + 


14+28 


11,5 


■79 


13 — 25 + ol - 20,1 




■13 


2 + 


4 + 


8 + 


3,:i 


■46 


7 + 


IS- 


29 + 


11.7 


796875 


i:t- 25+ 61 2'^,2 




■14 


2+4 + 


9- 


.1,6 


46875 


7 + 


IS 


30 


11,9 


80 


13-- 211 - il + 211.3 




'14062& 


2 + 4 + 


9 : 3.(1 


47 


8 — 


15 + ' 30 + 


11,9 


-81 


n— 2ti- .i2- 2M,6 




•15 


2 + 


3 — 


10- 


3,8 


'48 


ft — 


15+ 31- 


12,2 


8125 


13 211 52 1 20.6 




•15625 


2 + 


5 


10 


4.0 


-484375 


8- 


1^+31 


12,3 


■82 


13 + 2ii + -■^2 -1 2i>.S 




•18 


3- 


5 + 


10 + 


4.1 


49 


8- 


IS — 


31 + 


12,4 


828125 


13 + 


20 + 53 21.0 




■17 


S — 


B + 


a - 4.3 


5 


8 


16 32 


12.7 


83 


13 + 


j; 53 + 21,1 




-171875 


3- 


54- 


11 4.4 


51 


8 + 


16 + U - 


13.0 


•84 


13 + 


27 54- : 21.3 




18 


3 — 


6- 


12- 


4.6 


515625 


8 + 


16+ as 


13.1 


•84375 


13+27 : 54 21.4 




-1875 


3 « 

1 


12 


4.8 


62 


8 + 


17 — 1 33 + 


13,2 


■85 


14 — 


27 + 


64 + 


Sl,*» 




■19 


1 

3 + 1 6 + 


12 + 


4,8 


53 


8 + 


17 — 


34- 


13.5 


-a'i9375 


U- 


27 + 


55 21.S 




20 


3 + 


6 + 


13- 


5.1 


■531 ?5 


8+17 34 


13,5 


'86 


14- 


28- 


55+ 2Lft 




-203125 


3 + 


64- 


13 5.2 


54 


9 — 


17 + 3.'i - 


13.7 


•87 


14 _ 28—1 ."fi - :'2.1 




21 


3 + 


7- 


13 + 


5,3 


■54A875 


Sl- 


17 + 1 35 


13,9 


■875 


14 


2(1 


oi> 22:2 




■21875 


3 + 


7 


14 


6,6 


■55 


a- 


18— 35 + 


14,0 


■KH 


14 + 


28 + 


51) + 22.4 




22 


4 — 


7 + 


14 + 


5.6 


-56 


g—I 18— 36- 14,2 1 


'89 


14 + 


24 + 


57 - ?:^.e 




■23 


1- 


74- 


IS- 


5.8 


-5625 


9 18 , 38 


14.3 


-890625 


U + 


28 + 


57 ' 22.ti 




■234375 


4- 


74- 


IS 


6,0 


-57 


9 + 


18 + 36 + 


14,5 


90 


H + 


39- 


58 - 2;*/> 




-24 


4- 


8- 


15-1- 


ti.l 


■578125 


9 + 


18+37 


14,7 


90625 


14 + "9 


58 23,0 




25 


4 ; 8 


16 


ti,3 


58 


9 + 


19- 


37 + 


14.7 


-91 


15 — 


2U + 


5S + 


::3,L 




26 


4 + , 8 + 


17 - G.6 


-59 


9 + 


19- 


38- 


15.0 


■92 


13 — 


2'» + 


60 - 


23.4 




285625 


4 + 


8 + 


17 1 fi.T 


-59375 


8-f- 


19 


38 


15.1 


'921875 15 - ! 2H + i 59 :::(.< 




27 


4 + 


9 — 


17 + 


11.;) 


60 


10 — 


19 + 


38 + 


15,2 


93 


l.i- ] 30- 6iJ - -ss.a 




38 


4 + 


9 — 


IS- 


7,1 


-609375 


10 — 


19 + 


39 


15,6 


9375 


15 


30 ■ 1.1 » '^■i.'* 




28125 


4+9 


IS 1 7.1 


■61 


lu — 


20- 


39 + 


15.5 


'94 


15 + 


30 + 


m + -■:!,» 




•29 


5- 


9 + 


19- 


7.4 


62 


10- 


20 - ! 40 - 


15.7 


95 


!.=> + ' 30 + 


61 - [ -H.l 




296875 


5- 


» + 


19 


7.5 


-tCfS 


10 21) 411 


i.-i.e 


■953125 


l.j + 


30 + 


81 , 2^.2 




ao 


ft- 


10 — 


19 -h 


7.6 


■tSi 


10 + 


20 + 


40 + 


16,0 


96 


15 + 


31 ^ ; iU 4- ' -'^.* 




■31 


5 — ' 10 — 


20- 


7,9 


■64 


10 + 


20 + 


41 - 


16,:) 


96875 


1.1 +31 62 ^-t." 




•3126 


5 


10 


:;i> 


7,9 


•640625 


10 + 


2U + 


41 


16,3 


'97 


16 - 


3L + 02 + I^M 




-X! 


s + 


10 + 


20 + 


8.1 


■65 


10 + 


2! — 


42- 


16.5 


-98 


16 - 


31 + 


fi3- 2ifl 




•328125 


5 + 10 + 


21 


8.3 


•85625 


10 + 


21 


42 


16.7 


984375 


Jii 31 + , 63 --i^.o 




•33 


5 + 


11 - 


2i -^ 


8,4 


■w 


11- 


21 + 


42 + 1 16,8 

1 


99 


tii - 







N 



Main, 
tabler 



i 



297 



index. 

Coat. 



-'J 




t] 



•tt 



ill! 






AREAS AND VOLUMES: BRITISH TO METRIC. 






SQUARE INCHES TO 


SQUARE CENTIMETRES. Sq. iogh = 6,451591 Cm,' 






Inches* 


1 -2 


-3 -4 i 5 -8 7 « 


■9 






1 

2 
3 
4 

K 
6 

I 

9 


0.6452 1,2903 

6,451li 7,09G8 7.7419 

12,9032 13,5483 14,1935 

19,3548 19.9999 20,6451 

25,8064 26,4515 27.0967 

32,2580 32.9031 33,548:i 
38.7095 39,3547 39,9999 
45.1611 45,8063 46,4515 
51,6127 52.2579 52,9030 
58,064;< 58.7095 59 35tr. 


1,9355 2,5806 3.2258 

8,3871 9,0322 9,6774 

14.8387 15.4838 16,1290 

21.2903 21,9354 22.5806 

27,7418 28.3871) 29.0322 

34.1934 34.8386 35.4838 
40,6450 41.2902 41.9353 
47,0966 47,7418 48,3869 
53.5482 54,1934 54.8385 
59,9998 , 60,6450 61.2901 


3.8710 
10.3223 
16.7741 
23,2257 
29.6773 

36.1289 
42.5805 
49.0321 
55,4837 
61 ,9353 


4,5161 5,1613 
10,9677 11.6129 
17,4193 18,0645 
23,870? 24,5160 
30,3225 30,9676 

36,7741 37,4192 
43.2257 43,8708 
49.6773 50.3224 
56,1288 56.7740 
62.5804 63,22.'i6 


5.8064 
12,2580 
18,7096 
25,1612 
31,612^ 

38.0644 
44.5 Ui« 
50,9670 
57,4192 
63.87ns 




SQUARE FEET TO SQUARE CENTIMETRES. 1 Sq.foot ^ 929,03 Cm,' 1 




Feeti 


1 1 2 


■3 -4 5 1 -6 -7 -8 


9 






1 

2 
3 
4 

5 
A 

7 
8 
9 


93 186 

929 1022 1115 

1858 1951 2044 

2787 2860 2973 

3716 3809 3902 

4645 4738 4831 
5574 5667 5760 
6503 659fi 6689 
7432 75:J5 7618 
ft3fil S4.-,4 8547 


279 372 465 557 650 
1208 1301 1394 1486 1579 
2137 2230 2323 2415 2508 
3066 3159 3252 3345 3437 
3995 . 4088 4181 4274 4366 

4924 5017 5110 5203 5295 
5853 5946 6039 6132 6225 
6782 6875 6968 i 7061 7154 
7711 7804 7897 ' 7990 8083 
86 in 8733 R82fi 891 9 901 2 


743 
1672 
2601 
3530 
4459 

5388 
6317 
7246 
8175 
9104 


830 
1765 
2694 
3623 
4552 

5481 
6410 
7339 
8268 
91C17 






CUBIC INCHES TO 


CUBIC CENTIMETRES, 1 Cu. inch = 16,3870 Cm.* 






IncKcs^ 


1 -2 


■3 4 5 6 -7 8 


■9 






1 

2 
3 

4 

6 

S 
7 
8 
9 


1.639 3.277 
16,387 18.021; 19,664 
32,774 34,413 36,051 
49.161 50,800 52.438 
65,54« 67,187 68,825 

81.935 83.574 85,212 

98.322 99,961 101.599 

114.709 116,348 117.986 

131,096 132.735 ■ 134,373 

147,483 149,122 150.760 


4,916 6,555' 8.194 9,832 11,471 I.'J.IIO 
21.303 22.942 24..S8I 26,219 27.858 29.497 
37,690 39,329 40,968 42.606 44,245 45,884 
54,077 55,716 57,355 58,993 60,632 62,271 
70 .464 72,103 73,742 75,380 77,019 78.658 

86.851 88,490 90,129 91.767 93,406 95.045 
103,238 104.877 106.516 108,154 109,793 111,432 
119,625 121.264 122.903 124,541 126.180 127.819 
136.012 137.651 139,290 140.928 142,567 144.206 
1.52,309 I54.0"^R I.'.- R77 t,'7,?l,=i 158. 9.M 160. .iPS 


14,748 
31.135 
47.522 
63.909 
80.296 

96,683 
113.070 
129,457 
145.844 
162,231 




CUBIC FEET TO CUBIC CENTIMETRES. I Cu. foot = Q8316.78 Cm* 




Feets 


1 -2 


3 -4 5 6 -7 8 


-9 






1 
2 

3 

4 

5 

6 

/ 

S 
9 


2832 5663 

28317 3114R 33980 

56634 39465 62297 

8495(1 87782 90614 

113267 116099 118930 

1 

141584 144416 147247 
169901 172732 1755G4 
198217 20104'.) 203881 
226534 22936C 232198 
254851 257683 260514 


8495 11327 14158 16990 

36812 39643 42475 45307 

69129 67960 70792 73624 

93445 ' 96277 99109 101940 

121762 124594 127426 130257 

150079 1 152911 155742 158574 
178396 ' 181227 184059 186S91 
206712 209544 212.176 215208 
235029 237861 240693 243524 
2G3346 266178 269009 271841 


19822 22653 

48139 30971 

76455 79287 

104772 107604 

133089 133921 

161406 164237 
189722 192554 
218039 220871 
246356 1 249188 
274673 277504 


25485 

53802 

82119 

110435 

138752 

167001 

I95:i.^'i 
22370 :i 
2520 1 9 
28033(j 



I 



Cml 







iktm- 


X 




w 




2!\ 




32': 




43 C 




53-i 




64-; 




75 ■: 




86' 


~ 


sa-f 


b,< 


.0 





*■ 


1 


■06 


i! 


■12. 


i 


■18 


{ 


'2^ 


s 


■30 




■36 


1 


■42 


■48J 


■54 



1'. 



t»> 



S98 




i 



9 



.^t 



9 



9 





AREAS 


AND VOLUMES: METRIC TO BRITISH. 










SQUARE CENTIMETRES TO SQUARE INCHES. 1 S 


3 Cm. — • 


155001 Ins' 


* 






Cm.> 


.0 


.1 


.2 


.3 


,4 


,5 


.6 


.7 


.8 


,9 




; 

2 
3 
4 

5 
6 

7 
S 
9 


« I « 

'15500 
■31000 
■46500 

'62000 

•77500 

■93000 

1-08500 

1-24000 

1 •30500 


•01550 

•17050 
-32550 
-48050 
■63550 

■79050 
-94550 

1-1005(1 
: -25550 
1-41050 


■03100 
•18600 
■34100 
■49600 
■65100 

■80600 

■96100 

11 1600 

1-27100 

1-42600 


-04050 
■20150 
-35G50 
■51150 
-66650 

■82150 

■97650 

1 13150 

1 -28650 

1-44150 


-00200 
-21700 
-37200 
■52700 
-68200 

■83700 

■99200 

1-14700 

1-30200 

1 -4570 1 


•07750 
■23250 
■38750 
-54250 
•69750 

■85250 
1-00750 
1-16250 
1 -31 750 
1-47251 


-09300 
-24800 
-40300 
-55800 
-71300 

'86800 
1 02300 
1-17800 
1 -33300 
1 -4880 1 


-10850 
-26350 
-41850 
-57350 
-72850 

-88350 
I 03850 
1 - 1 9350 
1-34850 
1-50351 


■1-2400 
■27900 
■4340O 
:58900 
-74400 

■89900 
1 -0540O 
1 -20900 
1 -36400 
1-51901 


■13950 
■29450 
■44950 
■60450 
■75950 

■9I4.>0 
1-06950 
1-22450 
1-37950 
1-53451 








SQUARE METRES 


TO SQUARE FEET. 


1 Sq- met 


re •= 10 763926 Ft' 








Metres' 


.0 


.1 


,2 


.3 


.4 


,5 


,6 


,7 


.8 


,9 






I 

2 
3 
4 

5 

6 

7 
8 
9 


10-764 
21-528 
32-292 
43050 

53-820 
64-584 
75-347 
86-111 
96-875 


1076 
11-840 
22-604 
33-308 
44-132 

54-896 
65-660 
76-424 
87-188 
97-952 


2-153 
12-917 
23-681 1 
34-445 
45-208 

55-972 
66-736 
77-500 
88-264 
99028 


3-229 
13-993 
24-757 
35-521 
46-285 

57-049 
67-813 
78*577 
89-341 
100-1 Ofj 


4-306 
15069 
25-833 
36-597 
47-361 

58-125 
68-889 
79-653 
90-417 
101-181 


5-382 
1G-I46 
2G-910 
37-674 
48-438 

59-202 
69-966 
80-729 
91-493' 
102 •257 


6-458 
17-2-22 
27-986 
38-750 
49-514 

60-278 
71 042 
81-806 
92-570 
103*334 


7-535 
18-299 
29-063 
39-827 
50-590 

61-354 
72-118 
82'882 
93-611; 
104-410 


8-611 
19-375 
30 ■139 
40-903 
51-667 

62-431 
73-I93 
83-957 
94^723 

105^4S0 


9-688 
20-451 
31-215 
41-9711 
52-743 

63-507 
74-271 
85 03.> 
95-799 
106-563 








CUBIC CENTIMET 


lES TO CUBIC INCHES. 1 Cu 


Cm. = 081024 Ins.' 








Cm.l 


.0 , 


,1 


4i 


.8 


.4 


.5 


,6 


1* 


.8 


.9 






1 

2 
3 
4 

5 
6 
7 
8 

9 


■06102 
•1220 J 
■ 18307 
■24410 

■30512 
•36614 
•42717 
•48819 
.54021 


■00610 
'06713 
•12815 
■18917 
•25020 

-31122 

• 37225 
■43327 
■49429 
■ 55532 


01220 

07323 

•13425 

•19528 

•25630 

-31732 
■37835 
-43937 
-50040 
-5«142 


01831 
■07933 
•14035 
■20138 
•26240 

■32343 
■38445 
■44547 
■50650 
•5fi7.V> ' 


02441 
■08543 
-14646 
■20748 
■26851 

■32953 
■39055 
■45158 
•51260 
•S73fi2 


03051 
■09154 
■ 15256 
■21358 
■27461 

■33563 
■39666 
■4576« 
-51870 
•57073 


-03661 
■09764 

■ 15806 
•21969 
■28071 

■34173 

■ 40 '276 
•46378 
■52481 
•58.583 


04272 
■10374 
■16476 
■22579 
-28681 

■34784 
■40886 
■40988 
■53091 
•59193 


■04882 
■10984 
■17087 
■23189 
■29291 

-35394 

■41496 
■47599 
-53701 
•59803 


■05492 
■115'i:. 
•17697 
■23799 
■29902 

•30004 
■42101.; 
■48209 
■54311 
■60414 








CUB 


IC METRE 


S TO CUBIC FEET. 


1 Cu. metre = 35-3148 Ft.' 








Metreji 


.0 


,1 


,2 


.3 


.4 


.5 


,6 


.7 


.8 


,9 





1 
2 
3 
4 

5 

6 
7 
8 

s 


35-315 

70-630 

105-944 

141-259 

176-574 
211-88'.) 
247-204 
282-518 
317-833 


3-531 

38-846 

74-161 

109-476 

144-791 

180-105 
215-420 
250-735 
28G050 
321-365 


7-063 

42-378 

77-693 

113007 

148-322 

183-637 
218-952 
254-267 
289-5S1 
324-890 


10-594 

45-900 

81^224 

116-539 

151-854 

187-168 
222-483 
257^798 
293-113 
328-428 


14-126 

49^441 

84^756 

120-070 

155-385 

190-700 
226015 
261 -330 
296-644 
331-959 


17 -657 

52-972 

88-287 

1 •23-602 

158-917 

194^231 
229-541. 
264-861 
300-171. 
335-491 


21-189 

56-501 

91-818 

127-133 

162-448 

197-763 
233-07K 
■208-392 
303-707 
339 022 


24-720 

60-035 

95-350 

130-665 

165-980 

201-294 
230-609 
271-924 
307-239 
342-554 


28-252 

63-567 

98-881 

134-196 

169-511 

204-820 
240-141 
275-455 
310-77U 
.346 085 


31-783 

67 098 

102-413 

137-728 

173043 

208-357 
243-672 
278-987 
314-302 
349-617 





IN 



i 



Matn. 

tables. 



299 



Index, 
Code. 



J 



lilt 



1^. 





POUNDS INTO KILOGRAMMES. 



1 Lb. - 0,4535925 Kild&. 



For Cofivers<on of Tons, Cwts., Qrs, to Kilos, itt »Ak* 3M. 



Lb. 



6 



8 




1 
8 
3 
4 

5 
6 
7 
8 
9 



0.4J4 
0.907 

1,361 
1,814 

2.2G8 
2.722 
3,175 
3.029 
4,082 



ft,04o 
0.499 
0.953 
1.406 
l.StiO 

2.313 
2,767 
3,221 
3,674 
4.128 



0.091 
0.544 
0,998 
1,451 
1,905 

2.3r)9 
2,812 
3,2li6 
3,719 
4,173 



0,136 
0,590 
1,043 
1.497 
1.950 

2,404 
2,858 
3,311 
3,765 
4,218 



0.181 
0,635 
1.089 
1.542 
1,996 

2.449 
2,903 
3,357 
3,810 
4,264 



0,227 
0.680 
1,134 
1.588 
2,041 

2,495 
2.948 
3.402 
3,856 
4,309 



0,272 
0,726 
1.179 
1.633 
2,087 

2,540 
2.994 
3,447 
3.901 
4,354 



0,318 
0,771 
1.225 
J. 678 
2.132 

2.585 
3,039 
3,493 
3.946 
4,400 



0.363 

0,816 
1,270 
1.724 
2.177 

2,631 

3,084 
3.538 
3,992 
4,443 



0.408 
0.862 

1,315 
1,769 
2.223 

2,676 
3.130 
3,5S;j 
4.037 
4.491 



POUNDS PER FOOT— INTO KILOGRAMMES PER METRE. 
1 Lb. per Foot = 1.458166 Kilos, per Metre. 



Lb. 
per Ft, 



8 



9 





10 
SO 
30 
40 

50 
60 
70 
80 
90 



14.88 
29.76 
44,65 
59,53 



1,488 
16,37 
31,25 
46.13 
61,02 



74.41 


75,90 


89,29 


90,78 


104,2 


105,7 


liy.l 


120,5 


133.9 


135,4 



2.97G 


4.465 


5.953 


17.86 


19,35 


20,83 


32.74 


34.23 


35,72 


47,62 


49.11 


50.60 


62,50 


03,99 


05,48 


77.39 


78,87 


80.36 


92.27 


93, 7<! 


95.24 


107.1 


108.6 


110,1 


122,0 


123,5 


125,0 


136.9 


138,4 


139.9 



7.441 
22,32 
37.20 
52,09 
66,97 

81,85 
96,73 
111,6 
126,5 
141,4 



8,929 
23.81 
38.69 
53.57 
68,46 

83,34 
98,22 
113,1 
128.0 
142,9 



10,42 
25,30 
40,18 
55,06 
69,94 

84,83 
99.71 
114.6 
129,5 
144.4 



11.91 
26.79 
41,67 
56,55 
71,43 

86,31 
101,2 
ltd 
131,1 
145.8 



13.39 
28.28 
43,16 
58.04 
72,92 

87,80 
102.7 
117.6 
132.4 
147.3 



POUNDS PER SQUARE INCH— TO KILOGRAMMES PER SOUARE MiLLrwETRE. 

lOOO Lb. per Ins.* = 0,703071 Kilos per Mm.* 
(For conversion of Tons to Lb., see page 303.) [See also Table under "Tett*." Dane 272 > 



Lb. 

per 

iq. in. 



100 



200 



300 



400 



500 



600 



00 



SOO 



900 




1000 
2000 
3000 
4000 

6000 

eooo 

7000 
8000 
9000 



0,07031 ! 0,14061 0,21092 

0,70307 0.77338 0.84369 (^,91399 

1.40614 1.47648 1.54676 1,61706 

2,10921 2,17952 2.24983 2,32013 

2,«1228 2.88259 2,95290 3,02321 



3,51530 3,58566 3,0.5597 3,72628 

1,21843 4,28873 4.35904 ; 4,42935 

4.y2150 4.99180 .0.06211 5,13242 

'.,62457 5.69488 5.76518 , 5.83549 

6.32764 6,39795 6,46825 I 6.53856 



0.28123 0,35154 0.42184 

0.98430 1,05461 1.12491 

1,68737 1,75768 1,82798 

2.39044 2.46075 2.53106 

3.09351 3,16383 3,23413 



3.79658 3.86689 3.93720 

4.49965 I 4.56996 4,64027 

5,20273 : 5.27303 5.34334 

5,90580 I 5,97610 6,04641 

6,60887 6.67917 6,74948 



0,49215 0.56246 ' 0,63276 

1,19522 1.20553 1.33583 

1,89829 1.96860 2.03891 

2.60136 . 2.67167 2.74198 

3,30443 3,37474 3,44305 

4.00750 4,07781 4.14SI2 

4.71058 4.78088 4,85119 

5.41365 5,48395 5,55426 

6,11672 6,18702 6,25733 

6,81979 6,89010 6.96040 



300 



I 



^m 



f 

&■■ 

n 

13 

15 
IT 
19 







KJM 




Mr 




*Ift 









10 


6' 


a 


13 


» 


2i 


10 


2t 


M 


3.1 


60 


a 


W 


r 


10 


0.1 


to 


/ 






^Onvfl 



u 

at 



:ti- 



l! 




9 



» 



-d 



itiloi. 





1 

2 
3 
4 

5 

6 

4 

8 
9 



K.los 
per 





10 
20 
30 
40 

50 
60 
70 
80 
90 



KILOGRAMMES INTO POUNDS 



t Kilo 



2 20462 Lb. 



■3 



6 



8 



! 


2-205 


4-409 ! 


6-614 


1 


1102 


13-23 


15-43 


l7-(i4 


19-84 

1 



0-220 
2-425 
4-(i30 
6-834 
y 039 

11-24 
13-43 

15-65 
17-86 
20 -OG 



O-IU 
-^015 
■IHoO 
7 055 
9-239 

1 ! -46 
13-67 
J.')-87 
18 118 
20-2S 



0-661 


()-8S2 


1-102 


1-323 


1-543 


1 2-866 


3-086 


3-307 


3-527 


3 718 1 


5 071 


5-2!tI 


5-512 


5-732 


5-952 


7*275 


7-4116 


7-716 


7-937 


8 157 


9-480 


9-700 


9 921 


10- M 


10-36 1 


11-68 


11-90 


12-13 


12-35 


12 57 


13-89 


U-11 


J 4-33 


1 1-55 


14-77 


10 09 


lli-31 


16-53 


16-76 


16-98 


18-30 


18-52 


18-71 


18-96 


19-18 


20-50 


20-72 


21)94 


21-16 


21 -38 



1-76 4 
3-968 
6-173 
8-378 
10-58 

12 79 
14-99 
1 7 20 
19 -40 
21-61 



KILOGRAMMES PER METRE— INTO POUNDS PEB FOOT. 
I Kilo, per Metr» ^ -671968 Lb. per Foot. 



8 



6 



8 



e-720 
13-44 
2<'-16 
26-K8 

33-60 
4032 
4 7-04 
53-76 
60'48 



0-672 

7-392 
14-11 
20-83 
27 



53 



34-27 
40-99 
47-71 
54-43 
61*15 



1-314 


2-016 


2-688 


3-360 


4 032 


a -064 


8-736 


9-40a 


10 OS 


10-3 


14-78 


15-45 


16-13 


16-80 


17-47 


21-50 


22-17 


22-85 


23-52 


24*19 


, 28-22 


28-89 


29-57 


30-24 


30-91 


31-94 


3561 


36-29 


36-96 


37-63 


1 41-66 


42-33 


4301 


43-68 


44-35 


48-38 


4U-05 


49 73 


50-40 


5 10 7 


55-lf» 


55-77 


5C-44 


57-12 


57-79 


1 61-82 


62-49 


63- 16 


63-84 


64-51 



4-704 
11-42 
1814 

31-38 

38-30 
43 02 
31-74 

58-46 
65-18 



5-376 

1 2- 10 
18-81 
:i5-53 
32-25 

38-97 
43-69 
52 41 
59-13 
65-85 



I -98 I 
4 189 
6-393 
8-598 
10-80 

13-01 
15-21 
17-42 
19-62 
21-83 



9 



0-048 
12-77 



r- 



I 



26-21 
32-93 

:i9-R3 
46-37 
53-08 
59-80 
66-32 



KILOGRAMMES PER SQUARE MILLIMETRE ~T0 POUNDS PER SQUARE INCH. 

1 Kilo, per Mm* U22 332 Lb. per ln.> 
(For conversion of Lb. to Too«. see pace 303.) (See alio Table under "TesU," pace 272.) 



Kilot 
per 



.0 



.1 



.2 



.3 



.4 



.5 



.6 



.7 



.8 



.9 





I 
2 
3 

4 

5 
6 
7 
8 
9 



1422-3 
2814-7 
4267-0 



142-2 
1564*6 

2986-9 
44U9-2 



I 



o689'3 


5831-6 


' 7111-7 


7253*9 


8534-0 


8676*2 ' 


, 9956-3 


10098-6 


11378 7 


1 1520-9 


12801 -0 


12943-2 




1 



284-5 
1706-8 
31291 
4551-3 
5973-8 

7396-1 

8818-3 

11)240 8 

11663-1 

1 3085 '5 



42t>-7 


568-9 


711-2 


1 
853-4 


1849 


1991-3 


2133-0 


2275-7 


3271-4 


3413-6 


355J-8 


3698- 1 


4693-7 


4835-i) 


4978-3 


5120-4 , 


6116-0 


6258-3 


6400-5 


6542-7 


7538-4 


7680-6 


7822-8 


7963-1 


896n-7 


9102-9 


9-215-2 


9387-4 


11)383-0 


10.V25-3 


10667-5 


10809-7 


11805-4 


11947-6 


1-2089-8 


r2-232-l 


13227-7 

1 


13369-9 


13512 2 


13654-4 



995-6 
2118-0 
38103 
5262-6 
6685 



SI07-3 

9529-6 

1 1)9 .52 

12(74-3 



1 v> 



796-6 



1137-9 
2360-2 
3982-5 
5404-9 
6827-2 

8249-5 

l'67r9 
11091 2 
1^316 5 

13938 9 



1 280 ■ I 
2702 4 
4124-8 
3547'! 
6969 4 

8.301 8 

9SI4 1 

11236 4 

ri6.'i8-8 

: lokl 1 



301 



\^ 



n 



X 




■I 



iU H! » 








DECIMALS 


OF 


A 


TON 


INTO 


CWT., QR 


., LB. 






7 1b. 


= 0-003125 ton. 






lib 


= 0-000.446,43 ton. 


O'OOl ton - 2'/. 


lb. apDrox. 




Deci- 






Ded- 


1 




Deci- 


I 




D«l- 




Dcci- t 




Deci- 






mal ol 


Cwt 


Qr. Lb. 


mal ot ;Cwt 


Qr. Lb 


mal ot Cwt 


Qr. Lb. 


nial of Cwt. 


Qr. Lb 


mal of Cn-t, 


Qr. Lb 


mal of Cwt. Qr. Lb, 




iTon. 






ITor 






iTon. 






ITon. 

1 




IToi.., 




lion 
■878 






■003 





7 


■178 


3 


2 7 


-8t»3 


7 


7 


■588 10 


2 7 


1 
■70S 14 


7 


17 2 7 




■006 





14 


■181 


3 


2 14 


■85« 


7 


14 


•5S1 1 


2 14 


■706 14 


14 


■fiai 


17 2 14 




■009 





21 


-184 


3 


2 21 


-859 


7 


21 


•534 1 


2 21 1 -709 14 


21 , -884 


17 2 21 




■012 





I 


■187 


3 


3 


362 


7 


1 


■537 10 


3 


•712 H 


1 


•887 


17 3 




-016 





1 7 


191 


3 


3 7 


■866 


7 


1 7 


•541 10 


3 7 


•716 U 


1 7 


■891 


17 3 7 




019 





1 ]4 


■194 


3 


3 14 


•369 


7 


1 14 


■544 10 


3 14 


■719 14 


1 U 


■894 


17 3 14 




■022 





I 21 


■197 


3 


3 21 


•872 


7 


1 21 


•547 10 


3 21 


-722 U 


1 21 


■897 


17 3 21 




■025 





2 


200 







375 


7 


2 


■550 1 1 





■725 14 


2 


900 


18 




-028 





2 7 


-203 




7 


378 


7 


2 7 


-663 1 1 


7 


■728 1 4 


2 7 


903 


18 7 




■031 





2 U 


■206 




14 


■381 


7 


2 14 


-556 1 1 


14 


■731 14 


2 14 


906 


16 14 




■034 





2 21 


209 




21 


■384 


7 


2 21 


•559 i 1 


21 


784 14 


2 21 


•009 


18 21 




037 


u 


3 t) 


■212 




1 


■887 


7 


3 


•662 U 


1 


■787 14 


3 


■912 


18 1 




-041 





3 7 -216 




1 7 


■391 


7 


3 7 


■666 1 1 


1 7 


■741 14 


3 7 


-B16 


18 1 7 




■044 





3 14 -219 




1 14 


■394 


7 


3 14 


■S69 1 1 


1 14 


■744 14 


3 14 


■919 


18 1 14 




■047 





a 21 222 




1 21 


■897 


7 


3 21 


■572 1 1 


1 21 


■747 14 


3 21 


■922 


18 1 21 




■050 




1 -225 




2 


400 


8 





•575 1 1 


2 


-750 15 


•926 


18 2 




■053 




7 


■228 




2 7 


■403 


8 


7 


■578 1 1 


2 7 


'768 15 


7 -928 


18 2 7 




066 




14 


231 




2 U 


•406 


8 


14 


■581 1 1 


2 14 


•756 1 5 


14 


•931 


18 2 14 




-059 




21 


-234 




2 21 


■409 


8 


21 


■584 1 1 


2 21 


769 15 


21 


934 


IB 2 21 




-062 




1 


■287 




3 


41S 


8 


1 U 


■687 11 


3 


■762 1 5 


I 


987 


13 3 




-066 




1 7 -841 




3 7 


-416 


8 


I 7 


■691 1 1 


3 7 


■766 15 


I 7 


■941 


18 3 7 




■069 




1 14 244 




3 14 


■419 


8 


1 14 


•594 1 1 


3 14 


■769 15 


1 14 


-944 


18 3 14 




072 




1 21 


847 




3 21 


•422 


8 


1 21 


■597 1 1 


3 21 


•772 15 


1 21 


-947 


18 3 21 




■075 




2 


■250 


6 





•425 


8 


2 


6O0 12 





■775 15 


2 


-950 


19 




-073 




2 7 


■253 


5 


7 


•428 


8 


2 7 


■603 12 


7 778 15 


2 7 


-968 


16 7 




081 




2 14 


■256 


6 


U 


•481 


8 


2 U 


606 1 2 


U -781 15 


2 U 


'966 


19 14 




084 




2 21 1 259 


5 


21 


■484 


8 


2 21 


■609 1 2 


21 784 15 


2 21 


-959 


19 21 




■087 




3 262 


5 


1 


•487 


8 


3 


-612 12 


I 


■787 15 


3 


•962 


19 1 




-091 




3 7 


'266 


5 


1 7 


■441 


8 


3 7 


■616 12 


I 7 


■791 15 


3 7 


•966 


19 I 7 




094 




3 14 


269 


5 


1 14 


■444 


8 


3 14 


■619 12 


1 14 


•794 15 


3 14 


■969 


19 1 14 




■097 




3 21 


272 


5 


1 21 


-447 


8 


3 21 


■622 1 2 


1 21 


-797 15 


3 21 


■972 


19 1 21 




100 


2 





275 


6 


2 


■450 








■825 12 


2 


■6O0 16 





•975 


19 2 




■103 


2 


7 


278 


6 


2 7 


■453 


9 


7 


■828 12 


2 7 


-608 16 


7 


•978 


19 2 7 




■106 


2 


14 


281 


5 


2 14 


■456 


9 


14 


'631 12 


2 14 


806 16 


U 


-981 


19 2 14 




•109 


2 


21 


284 


5 


2 21 


•459 


9 


21 


■634 1 2 


2 21 


809 10 


21 


-984 


19 2 21 




■112 


2 


1 


287 


5 


3 


■46S 


9 


1 


■687 12 


3 


■812 16 


1 


987 


19 3 




■116 


2 


1 7 


281 


5 


3 7 


•466 


9 


1 7 


■641 12 


3 7 


■816 16 


1 7 


■991 


19 3 7 




■119 


2 


1 14 


294 


5 


3 14 


■469 


9 


1 14 


■644 12 


3 14 


■819 16 


1 14 


■994 


19 3 14 




122 


2 


1 21 


■297 


5 


3 21 


■472 


9 


1 21 


-647 12 


3 21 


■822 16 


1 21 


■997 


19 3 SI 




■125 


S 


S 


-300 


6 





■476 


9 


2 


-650 1 3 





SS5 16 


2 


■ ■ * 


• ■• 




•128 


2 


» 7 


-303 


6 


7 


•478 


9 


2 7 


■653 1 3 


7 


■828 16 


2 7 


> ** 


• ■fe 




-181 


2 


2 U 


306 





14 


■481 


9 


2 U 


656 1 3 


U 


■881 16 


2 14 


> >■ 


■ • • 




•134 


2 


2 21 


309 


6 


21 


■484 


e 


2 21 


-659 1 3 


21 


'834 1 6 


2 21 


• «• 


• ■• 




187 


2 


3 


812 


6 


1 


•487 


9 


3 


662 13 


I 


■887 16 


3 


■ •• 


• •■ 




■141 


S 


3 7 


316 


6 


1 7 


■491 


9 


3 7 


866 1 3 


I 7 


•S41 16 


3 : 


> * ■ 


* ■• 




•144 


* 


3 14 


■319 


6 


1 U 


■494 


9 


3 U 


669 1 1 


1 14 


844 16 


3 14 


4 > • 


• I * 




•147 


2 


3 21 


■322 


6 


1 21 


■497 


9 


3 31 


•872 1 3 


1 21 


•647 16 


3 21 


« •■ 


• >• 




■150 
•153 


3 

3 



7 


■325 
■828 


6 
6 


2 

2 7 


-600 
■503 


10 
10 



7 


■675 1 3 
■678 13 


2 

2 7 


850 17 
■868 17 



7 








Lb. 


Tom 




■156 
■159 


3 
3 


14 
21 


S31 
334 


6 
6 


2 U 
2 21 


■606 
■609 


10 
10 


14 
21 


681 13 
■664 13 


2 14 
2 21 


■S66 17 

859 17 


14 

21 




1 

s 


-000 
'001 




■162 


3 


1 


887 


6 


3 


•612 


10 


1 


-687 13 


3 


-862 17 


1 




-166 


3 


I 7 


341 


6 


3 7 


■516 


10 


1 7 


691 13 


3 7 


866 17 


1 7 


3 

4 
5 

6 
7 


-001 

-002 
-002 
-003 
-003 




-les 


3 


I 14 


844 


6 


3 14 


519 


10 


1 14 


694 13 


3 14 


-869 17 


1 14 




■172 


3 


1 21 


■847 


6 


3 21 


-522 


10 


1 21 


697 1 3 


3 21 


872 17 


1 21 




■175 


3 


2 


350 


7 





■6») 


10 


2 


-700 1 4 


875 17 

1 


2 





302 



k 



1.000 

2.000 

2,240 

3,000 

4.000 

4,480 

5.000 

6,000 

6.720 

7,000 

8,000 

£.!>G0 

9.000 

10,000 

11,000 

11,200 

12,000 

13,000 

13,440 

14.000 

15,000 

15,680 

16,000 

17.000 

17,920 

18.000 

19,000 

20.000 

20,160 

22,400 

30,000 

40.000 

50,000 

60,000 

70,000 

80.000 

90,000 

lOO.OOO 



POUNDS INTO TONS. 



Toss. Cwts. Qrs. Ub. 

20 
12 



4 
24 

16 
& 


20 

12 

4 

24 

16 


20 

12 
4 

24 

tG 

8 



: 8 


3 : 


: 17 


3 : 


1 : - 


— ; 


1 : 6 


3 : 


1 : 15 


2 : 


2: - 


— ; 


2: 4 


2 ; 


2: 13 


2 : 


3: - 


- : 


3: 2 


2 : 


3 : 11 


1 : 


4 : - 


— : 


4 : 


1 : 


4: 9 


I : 


4 : 18 


: 


5: - 


— • 


5 : 7 


: 


5 : 16 


: 


6: - 


— l 


6: 5 


: 


6: 13 


3 : 


7: - 


— ; 


7: 2 


3 : 


7 : 11 


3 : 


8: - 


— ; 


8 : 


2 : 


8 : 9 


2 : 


8 : 18 


2 : 


9; - 


— ; 


ID : - 


— ; 


13 : 7 


3 : 


17 : 17 


: 


22; 6 


1 : 


26: 15 


2 : 


31 : 5 


: 


35 : 14 


I : 


40 : 3 


2 : 


44 : 12 


3 : 



12 
16 
20 
24 


■4 

8 
12 



Decimal oJ 
J Ton. 

-4464 

■8929 



1-0000 


1-3393 


1-7857 


20000 


2-2321 


2-6786 


3 0COO 


3-1250 


3-5714 


4 0000 


4-0179 


4-4643 


4-9107 


5 0000 


5-3572 


5-8036 


6-0000 


6-2500 


6 ■ 6964 


7-0000 


7-1429 


7-5893 


8-0000 


8 0357 


8-4822 


8-9286 


9-0000 


10 0000 


13-3929 


17-8571 


22-3214 


26-7857 


31-2500 


35-7143 


40-1786 


44-6429 



LOGARITHMIC SCALES. 



TONS. 



5- 



6-- 



7-- 



LB, 

9.000 

10.000 
I I.UOU 

12.000 

IJ.OOO 
1 4.000 

1 5.0UU 



15 



8- 

9-^ 20.000 
10^ 
~- 23.000 

~ - 30.000 



35.000 



- - 40.000 



20' 



: - 50,000 



25-- 



30 



35 



40-- 



50- 



60 



- ~ 60.000 

- 70.000 
r 80,000 



90.000 
-100.000 

-1 10.000 

1 20,000 

H 30.000 

I40.0UO- 



Tons 

per 

Sq, Ft. 

2& 



Lb. 

per 

Sq. In. 

3- 4rj 



3- 



~ 50 



3-3 

4 



- 



:- W 



i 



70 



7- 

9^ 
I0-' 



--200 



15- 



20- 



- 80 

- 90 
100 

no 

hl20 
1 30 
140 
150 



250 



-300 



25-" 



:350 
--4U0 



30- 



55-^: 

40- 



-500 



= -600 



itam, 
tablet 



303 




Code. 



:3 



% 



if 



n 



% 





TONS 


J CWTS., QRS.j LB., 


INTO KILOGRAMMES. 






Ifb. = 0.45359 Vilo 






Ikilo. = 2'20462 tb- 




I ton 


— 1016,0475 k 


" f 


Tons. 


Kilos, 


Tons. 


Kilos. 


Tons. 


Ivilofl. 


CwtS. Qrs. 


ICiloe. 


CwtS. Ore. 


ICIoa. 


Lb. 


' Kiloft. I 


1 


I,ni6 


51 


5LSid 


100 


101,605 






12 


610 


1 


0-454 


2 


'2JKV2 


53 


52,834 


125 


127.006 


o" 1 


13 


12 1 


822 


2 


0-907 


3 


3,n4S 


53 


5:!,8.=il 


150 


152,407 


2 


25 


12 2 


e:j5 


3 


1-361 


4 


4,064 


54 


.'^4.567 


17S 


i77,eoy 


3 


39 


12 8 


648 


4 


1-814 


5 


5.08(1 


55 


55.883 














5 


2 •268 










200 


203,210 


1 


51 


13 


660 


6 


2-722 


6 


6,006 


66 


66,809 


225 


228,611 


1 I 


64 


13 1 


673 


7 


3-175 


7 


7.112 


57 


57.^15 


250 


254.012 


1 2 


7G 


13 2 


r.-^fi 






S 


8,lL*ft 


58 


58,931 


275 


279,414 


1 3 


89 


13 3 


i^W 


8 


3-629 


» 


<I,I44 


59 


5-3.947 














9 


4-082 


10 


Ui.IGu 


60 


00,063 


300 


304.814 


2 


102 


14 


711 


10 
11 
12 
13 
14 


4-5:t8 

4 ' 089 
5-441 

5 -St*: 

6-350 










325 


330.215 


2 1 


114 


14 1 


724 


11 

IS 


11.177 


61 

62 


fil.97» 
fi2.ll95 


350 
375 


355.616 
381.018 


2 2 
2 8 


127 

140 


14 2 

14 3 


737 
749 


18 


I3,2"y 


63 


04,0 1 1 














14 


14.1I25 


64 


i\-\ir21 


400 


406.419 


3 


15,* 


15 


762 


35 


6 - 804 


16 


I5,::4i 


M 


til5,(J43 


425 


431,820 


3 1 


165 


15 1 


775 


16 


7 '257 










450 


4 57,221 


3 2 


17tf 


15 2 


787 


17 


7-711 


18 


16.257 


66 


67,059 


476 


4 82^623 


3 3 


wn 


15 3 


800 


18 


8-166 


17 


17.:;ti 


67 


U8.075 














19 


8-618 


IS 


lft,l*8'.> 


68 


filVi9l 


5C0 


508,024 


4 


203 


le 


613 


20 


9-072 


19 


Hi.ri*»r» 


69 


:iM07 


525 


533.425 


4 1 


216 


16 1 


826 


21 


9-525 


20 


i>o.:nu 


70 


71,123 


&50 


558.8»6 


4 2 


229 


16 2 


h'Mi 














575 


584.228 


4 3 


241 


16 3 


851 


22 


9-970 


21 


2l.:t37 


71 


72,139 














23 


10-433 


22 


22.3:>3 


72 


73,155 


600 


609,629 


5 


254 


17 


864 


24 


10-860 


S3 


?3.36tt 


73 


74.171 


625 


635,030 


5 1 


267 


17 1 


676 


25 


11-340 


24 


24,nft5 


74 


75J88 


650 


660,4:U 


5 2 


279 


17 2 


889 


26 


11-703 


S& 


25,401 


75 


76.204 


675 


685,833 


5 3 


292 


17 8 


902 


27 
28 


12-247 
12 701 


29 


2ti.4t7 


76 


77,220 


700 


711,233 


6 


305 


18 


914 






27 


27,4:^3 


t 4 


78,236 


725 


730,6,-14 


6 1 


31S 


18 1 


927 


■ ■ . 


... 


28 


^S.44'j» 


78 


7f,252 


750 


762.u:i5 


6 2 


330 


18 2 


94n 




- .. 


29 
80 


2tt,4C5 
30,48L 


79 
80 


tt 1,284 


775 


787,437 


6 3 


343 


16 3 


1*53 


• ■ - 












soo 


812,938 


7 


356 


19 


11115 


*■■ 


A ■ ■ 


81 


31.4<*7 


81 


»!!,300 


825 


838.239 


7 1 


JOS 


19 1 


1*78 


• ■ 1 


• •■ 


82 


32.514 


82 


8J,3!6 


650 


863,040 


7 2 


381 


19 2 


991 




• ■ ■ 


83 


33.53f» 


83 


84.332 


875 


889,042 


7 8 


394 


19 3 


J 003 


• ■ ■ 


a •■ 


84 


34.G4a 


84 


85,348 










^^ ^ ^F 




ta* 


■ ■* 


S6 


35.562 


86 


80,344 


MO 


tiU.443 


8 


406 




• * * 


■ ■ ■ 


* .* 










925 


939,844 


8 1 


419 






... 


■ ■' 


Sft 


3^,578 


86 


87,380 


950 


966,245 


8 2 


432 




• > ■ 


*>• 


■ ■« 


87 


37.r>ft4 


87 


HH.3V6 


975 


090,647 


8 3 


446 




# B t 


• ■» 


• *« 


SB 


:iMh> 


88 


8tt.4l2 












M M t 


■ «■ 


■ «< 


89 
40 




89 
90 


TO,428 
91,444 


1900 


1016.048 



9 1 


457 
470 








• •• 


41 


41,658 


81 


92.460 


B* k 


*« ■ 

• ■ > 


9 2 
9 3 


483 

4 93 




a« 1 


4 4 4 


• • • 


42 


42.674 


82 


93,476 












• # # 






44 
46 


43,6WI 

44.:"'^ 
45,7rL' 


88 

84 
95 


94,492 

95.508 

'1 1 


■ ■ * 




10 
10 1 

10 2 


508 
521 
533 


• ■• 




» ■ ■ 
• *• 


A # # 
■ P > 










• ft « 


• *' 


10 3 


546 




< 4 • 


— -• 


' IP 


4e 


46.738 


86 


l»7.54l 














••■ 


>>* 


47 


47.754 


97 


b8.56" 




fl 4 ^ 


11 
11 1 
11 2 
11 8 


560 


■ 




• •• 


• a* 


48 


4*»,77o 


98 


ltt).673 


f # t 




S72 
597 




■ «a 


• •» 


.Bi 


4» 

60 


49.7»6 


90 
100 

1 




« k ■ 
■ « . 


• ■• 




• •• 

• • * 
*>* 


*•• 

■ •« 
-P* 


*•* 

• •• 



804 






BRITISH WEIGHTS AND MEASURES. 






WITH METRIC EQUIVALENTS. 






LINEAR. 


Metric 




Miles. FoTloags. | Chains, i Poles. 1 Yards, Fc«t. j Lxnks^ Inch*^. 

1 




1 


8 


80 320 


1760 5280 


1 

8000 63.360 


1609-34 metres 




■125 


1 


10 40 


220 


6ti0 


1000 7920 


201 -168 ,. 




■0125 


•1 


1 


4 


22 


66 


100 792 


20-1168 „ 




• •• 


•025 -25 


1 


5^ 


I6i 


25 198 


5 0292 „ 




■' > 


■ a a 


a a • «*• 


1 


3 : 4 -545 


36 


91 -441) cm. 




■ • • 


• - - 


A « « « ■ « 


• « * 


1 


1-515 


12 


30 ■ 480 „ 




• • ■ 


■001 -01 -04 


•22 


•66 


1 


7 92 


20-117 .. 




■ • I 


■•• 1 *a« «*• 


■ aa 


* ■ ■ 


aa* 


1 


25-4000 mm. 




SQUARE. 


Metric 
E4Uiva.]eat3. 




MUc' AcTrt Roods ' Chains" ^ Poles" ^ Yards' ' F<vrl» ^ Links' ^ Inches' 




I 640 2560 6400 102.400 




• • • 


• • « 


*- - 


2.">8-908 hectares 




1 4 


10 160 


4840 43,560 ' 100,000 


4046-85 metres' 




•• ■ ■ « ■ X 


24 


40 


1210 10,890 25,000 


1011-71 ., 




• >> 


■ • • ••■ 


1 


16 


484 4356 10,000 


404-685 ., 




" - ■ 


• I' I • t V 


a> > 


1 


30 i 


272i 625 


39,204 


25 - 203 „ 




• ■ ■ 


■»■ •■» ••• 




1 


9 


1296 


■83613 „ 




• ■ - 


>*- Ar* ««A 


* ■ ' 


Air 


1 


144 


929-03 cm.« 




p** 


>•■ 1 «■« ! •!- •** 


• ■ ■ 


1 


* I ■ 


404-685 ,, 




1 
<■■ <*- «■« •■« •>« 


1 


6-451J9 „ 




CUBIC. 


Mdrlc 






K<iiiivd.lciits. 




VAfd' Quarteff Busbdd Feet' Pecks Ciilloni ' Quarts Pints luchcs" 






t 

A [ ■ ■■ ■ « > 


27 


1 
* a * • * I 




46.656 


■76455 metres' 




... 1 S ... 32 


64 


256 


512 


17,754-88 


290-941 Utres 




■125 , 1 


1 4 


8 


32 


64 


2219 -3G0 


36-3677 .. 




1 

•■■ •** •»■ 


1 i ... 


6-22882 


■ ' I 


• * ■ 


1728 


■02832 metres' 




-25 


1 


2 


8 


16 


554 ■ 840 


9-09192 litres 




• > • 


*« a •• ■ 


•10054 


1 1 4 


8 


277 ■ 420 


4-54596 ,. 




« ■ ■ 


» • I «■■ 


«•• t ' ' Pi> ^ 1 


2 


69-355 


1 • 13649 „ 




■ ■ fl 


1 

_ > > ■ ■ ■ 


■ ■ ■ • • ■ 




* ■ ■ 


1 


34-677 


• 56825 ,. 




1 

1 


... 


• ■ • 


... 1 1 

1 


16-387(1 cm.' 




WEIGHTS (AVOIRDUPOIS). 


Metne 




Tons. Cwts. Qra. Stones. I,b, ' Of. ' Drams, ' Grains, 




1 


20 


1 

80 1 160 , 2240 35.840 573.440 


»•• 


101605tUos 




•05 


1 


4 


8 


U2 


1792 28,672 i 784.000 


5lt-8023 „ 




a> • 


•25 


1 2 


28 


448 7168 196.000 


12-7006 „ 




■ a ■ 


■125 


•5 1 


14 


224 1 35S4 


98,000 


6-3503 „ 




* ■ V 


»*• 


• • < ■ ■ k 


1 


16 


256 


7,000 


453 59t'rarame; 




■ ■■ 


• «* 


■ * • • ■ ■ 


-■ « « 


1 


16 


437-5 


28-34y.'> 




■ > • 


• 4a 


a. • 1 ... 




a>« 


1 


27-344 


1-7719 




• ■• 




■ • » 




" 


V V * 


a - • 


1 


•064799 



305 



tfatn. 1 
tablet. I 

Index, 
Codt. 




WEIGHTS OF VARIOUS SUBSTANCES, 








Lb. Per Cubic Foot. 








See also weights of roofinjg materials, page 219, 




Liquids. 




Soils. — Continued. 


Timber. — Continued 


. 


Acid, Kitric (91%) 


,.- 94 


Sand, dry, loose ... 100 


Elm 


35 


„ Sulphuric (87%)..- 112 


,. wet 130 


,1 Canadian 


45 


Alcohol 


.,- 49 


Shale 160 


Greenheart 


70 


Benzine ._. 


... 46 




Hickory'- 


53 


Gasoline... 


... 42 




1 Jai;ab .-. 


63 


Mercury .,. 


.,- 849 


Stones, Masonry. 


Larch 


34 


OUs 


... 58 


Brick, pressed 160 


Mahogany, Spanish 


60 


Paraffin 


... 56 


common... ... 125 


„ Honduras ... 


35 


Petrol 


..- 55 


soft 100 


Oak, English 


60 


„ re6ne<l --- 


... 50 


Brickwork 112 


„ American 


53 


Water, fresh 


... 62 


Cement 90 


Pine. \Miite 


25 


,. salt 


— 64 


Concrete 140 


„ Yellow 


35 






„ reinforced ... 150 


„ Red 

.- Pitch 


40 
45 






„ coke breeze .,. 90 




^ */ 


Metals, 




Flint 160 


Plane 


40 


Aluminium 


... 165 


Granite 170 


Poplax ... 


25 


Brass 


.,. 520 


Lime 60 


Spruce ... 


30 


Bronze 


... 510 


„ mortar 105 


Sycamore 


37 


Copper 

Gold 


... 550 
1205 


Limestone, compressed 170 
„ granular ... 125 


Teak 

Walnut 


50 
40 


Gun-metal 


,.. 540 


,, loose broken 95 


^ ^ 




Iron, cast 


.-. 450 


walls ... 165 


Miscellaneous. 




,, wrought ..< 


... 480 


Marble 170 


Anthracite, broken, 
loose 


54 


Lead 


... 710 


Plaster of Paris 140 


Asbestos 


187 


Nickel 


... 530 


Rubble masonry ... 140 


Asphalt ... 


68 


Platinum 


1342 


Sand, dry- loose ... lOO 


Coal. bitumiooQS 


85 


Silver 


... 655 


Sandstone 150 


„ broken, loose 


50 


Steel 


... 490 


M masonry ... 140 


Coke 


45 


Tin 


... 460 


SlaU 175 


„ loose 


30 


WHiite-meta] 


... 46a 




Flour 


40 


Zinc ... *.> 


... 440 




Glass, window 


160 






Timber. 


,, flint 


IM 






Ash ... ... ... 50 


Grain, \A"heat 


48 


Soils. 




Beech 50 


Barley 


39 


Chalk 


... 170 


Cedar 35 


„ Oats 


32 


Clay 


... 1?15 


Cherry 42 


Hay & Straw, in bales ... 


20 


Earth, loose 


... 75 


Chestnut 4I 


xce ..« at* ti« 


59 


Gravel ... ••• 


... 110 


Cork 15 


wAJI «.• .■■ .■■ 


45 


Mud, dry 


... 100 


Cypress ... 37 


Sulphur 


125 


„ wet 


... 120 


Ebony 76 


WTiite Lead 


107 



306 



WEIGHTS OF STORES. 

For these estimates w« are mcfebt«d to the CArneei^ Steef Co. (Handbook, 23rd edition). 
Thev represent Weights (IbJ per Cubic Foot of space occupied. 



Building Materials. 

Cement, Natural 
Portland 
Lime and Plaster 

Groceries, Wines, 

Beans, in bags 

Canned Goods, in cases 
Cofiee, Roasted, in bags 
,, Green, in bags ... 
Dates, in cases ,,_ 
Figs, in cases .., 
Flour, in barrels 
Rice, in bags 
Sal Soda, in barrels 
Salt, in bags 
Soap Powder, in cases... 
Starch, in barrels 
Sugar, in barrels 

in cases 

Tea, in chests 

Treacle, in barrels 
Wines and Liquors, in 
barrels 



59 
73 
53 



<• • 



40 
58 
33 
39 
55 
74 
40 
58 
46 
70 
38 
25 
43 
51 
25 
48 

38 



Drugs, Paints, etc. — Cont'd. 

Lb. 
Linseed Oil, in drums ... 45 
Red Lead and Litharge, 

dry 132 

Resin, in barrels. ... 48 

Shellac, Gum 38 

Soda, Caustic, in iron 
drums... 
,, Silicate, in barrels 53 

Sulphuric Acid 60 

White Lead Paste, in 

cans 
dry 



88 



■ ' 



174 
86 



Drugs. Paints, etc. 
Alum, Pearl, in barrels 
Blue Vitriol, in barrels 
Glycerine, in cases 
Linseed Oil, in barrels... 



33 
45 
52 
36 



Hardware, 

Hinges 64 

Locks, in cases, packed 31 

Sash Fasteners ... ... 48 

Screws 101 

Sheet Tin. in boxes .-. 278 
Wire. Insulated Copper, 

in coils .,. 63 
„ Galvanized Iron, 

in coils -.- 74 



Textiles, etc. — CuntinueJ. 

Cotton, Flannel, in casea 12 
Sheeting, in 

cases ,., 23 

Yam. in cases ... 25 
Hemp. Italian, com- 

pressed ... 22 
.. Manila, com- 
pressed .., 30 
Jute, compressed ... 41 
Linen Damask, in cases 50 
Goods, in cases ... 30 
Towels, in cases... 40 
Tow, compressed ... 29 
Wool, in bales — 

compressed ... 48 

not compressed .-, 13 

Worsteds, in cases 27 



tt 



1 1 



tt 



Textiles, etc. 
Cotton, in bales, com- 
pressed 
Bleached Goods, 
in cases 



tt 



18 
28 



Miscellaneous. 
Glass and Chinaware 

in crates 
Hides and Leather, in 
bales ,, 
in bundles 
Paper, Newspapers and 
Strawboards ., 
Writing and 
Calendered ., 
Hope, in coils .., 



40 

20 
37 

:i5 

60 
32 



WEIGHTS OF BUILDING MATERIAL. 
Vdlues assurried by the London District Surveyors' Association. 



Material. 



Per Cub 
Foot- 



Material. 



Per Cub 
Foot. 



Stone 

backed with brick 
Blue Brick in Cement or Mortar 
Glazed 
Ordinary „ 



Cwts 

U 

H 

H 
1 



Concrete, stone ballast aggregate -- 

brick aggregate 

clinker ., 

Reinforced Concrete, stone ballast aggregate 
Constructional Timber 



Cwts. 

H 

1 

i 



WEIGHTS OF SHEET METAL, ETC. 
Lb. Per Foot Super. 



Material. 



Thickness. 



l/lfi' 



l" 



Tiiickness. 



MatdiaJ. 



J/lfl' 



r 



Steel 

Wrought Iron 
Cast Iron 



2-55 


40 


8 


2-50 


40 





2-35 


37 


■5 



Ttiickiicss. 



MatdiiU. 



1/16" I 1" 



Copper ... 

Lead 

Zicc 



2iiG I 45-8 
3-71 I 59-4 
2-34 i 37-5 



Brass \ 2-74 

Window Glass , 0-81 
Compact Slate i 0*94 



43 -'J 
13-U 
15-0 



307 



M»tn. 1 
tables. 1 

Code. / 



ti 



6 
% 

u 

O 




1 

2 
3 
4 
5 

6 

i 

8 

9 
10 

11 
12 
13 
14 
15 

IS 
17 
18 
19 
20 

21 
22 
23 
24 
25 



STEEL SHEET AND WIRE GAUGES. 



B.C. 



IS.W.G. 



Thickuess. 



o 
5 



Weight 









Thickness- 



Wire 

pCT 

100 
yds. 



Sheets 

per 
sq, fi- 



lm. 
■353 

'313 

■280 

'250 

■ "7 'J'? 

■_ ^ «_ 

198 
•176 
•157 
■140 
■ 1 2.> 



5Ini. 
S.97 
7.09 
7,12 
fi.35 
5, Go 

5.03 
^.48 
3.99 
3.55 
:j.l7 



■111 


2.83 


•099 


2.52 


•088 


2.24 


■078 


1.99 


070 


1.77 



■062 1,59 

■056 1.41 

■049 1,26 

■044 1.12 

•039 ,ft9G 

■035 .NS6 

■U31 .794 

•028 .707 

•025 .629 

■022 .560 



Lb. 
14-41 

12-84 

11 ■■14 

I020 

908 

808 
7-20 
6-41 
5-70 
510 

4 54 

4-04 
3-60 
3-20 
2-85 

2-55 
2-27 
2 02 
1-79 
lUO 

r42 

1-27 
1'13 

roi 

■899 



1: 15. 

■:5iio 

■27li 
■252 
■232 
■212 

•192 
■176 
■160 
■144 
■128 



7.1>2 
7,01 
6,40 
5.89 
5,38 

4.8S 
4.47 
4.0(> 
3,60 
3.25 



Lb 

72-0 

61-0 
50-8 
431 
36 

29-4 
24 8 
20-4 
10-6 
13-1 



116 2.95 10-8 
104 2.C4 S-U3 



092 


2.34 


6^76 


080 


2.03 


5-11 


072 


1.83 


4^15 



■064 1.63 3-29 

■056 1.42 2-50 

■048 1.22 1-83 

•040 I 1,02 1-27 

-036 .914 I 03 



i'32 


,813 


■819 


0-28 


.711 


■628 


024 


.610 


■461 


022 


.559 


■387 


020 


.508 


•320 



Lb. 
1224 

11 -213 

10^2H 

9-47 

«^G5 

7-83 
7-18 
6-53 
5-87 
5-22 

4-73 
42-1 
3-75 
3-26 
2-94 

261 
2-28 

1-C3 
1-47 

1-31 

114 

■979 

■898 

■816 



o 
Z 
if 

cs 



u 



26 

27 
28 
29 
30 

31 
32 
83 
S4 
35 

36 
37 
38 
39 
40 

41 
42 
43 
44 
45 

46 
47 
48 
49 
50 



B.C. 



Ttuckness. 



I us. 
020 

U17 

OlG 

0139 



0123 .312 502 



Mm. 
,198 

.443 

.397 

.353 



Olio .279 -449 
0098 .249 -400 



0087 
0077 
0069 



.221 
,196 
,175 



0061 ,155 

0054 .137 

0048 .122 

00-13 .109 

0039 .098 

0034 ,087 

0031 ,078 

0027 .069 

0024 ,061 

U021 .055 

0019 .049 
0017 ,043 
0015 |,039 
0013 I ,034 
0012 ' .030 









1 ^ 



Lb. 
800 

fl2 

637 

567 



■355 
■314 
•282 

■249 
■220 
■196 
■175 
•157 

•140 
■125 
■111 
■099 
■088 

■078 
069 
■062 
■055 
•049 



LS w.G. 



Tiiickness. 



Weight 



per 
100 
yds. 



SlieeU 
per 

sq. ft. 



I lis. 

■018 

-016 

■015 

•0136 

■0124 



Mm. 
,457 

.417 

.376 

.345 

.315 



Lb. 
•259 

■215 

■175 

•H8 

•123 



■0116 ,295 
■0108 ' .274 



■0100 
•0092 
■0084 



.254 
.234 
.213 



■0070 ; ,193 
■00G8 ,173 



■0060 
■0052 
•0048 



.152 
.132 
.122 



0044 .112 1 
■0040 ,102 : 



■O030 
■0032 
■0028 



.091 
.081 
.071 



•0024 ,061 
■0020 .051 
•0016 i .041 
'0012 ,030 



-0010 



,025 



Lb. 
•734 

■669 

-004 

'555 

■506 

■473 
■441 
•408 
•375 
•343 

•310 

•277 
•245 
•212 
•196 

■180 
■103 
■147 
•131 
•114 

•C98 

-082 
065 
■049 
■041 



1. •' B.G." (Birmingham CauRc) has long been the customary British comoiArcial gauge (or 
iroa or steel sheets, whether black, tinned or gahamscd ; aod also lor hoops. It was legahzed in 
July, 1914. 

2. " l.S W.G." refers to the Imperial Standard Wire Gauge, which ■was established in 
September. 1883 and is used lor wire, electrodes, boiler lubes, etc. 

3. It is useful to remember that 4-B.G. is 1/4'. 10-B.G, 1/8', 10-B.C. l/IO'. and that lor 
i-vfr>' addition ol 6 to the gauge number, the th:cl:ncss is halved. 

4. To obtain weights in iron, deduct 2*^. 



30S 



MATHEMATICAL TABLES. 



V! 



« • • 



Loearithmt 

Sines 

Cosines 

TftngenU 

Squares, Cubes* RootSt and Reciprocals 

Areas and C^rcumrerences or Circles 

Properties ol various figures 

Trigonometrical formulaB 



« • • 



*■• 



■« 



I'AGIt 
310-313 
314-317 
3I.S-32I 
322-325 
326-335 
330-339 
341)- 
341 



* 1 ur Moments ol Inertia of rectangles, s«e pages 25i--'' J. 







"TTTTTW-aTt: 



LOGARITHMS* 



.» — 



LoE w* = .0943 : toe Ti = -4971 : loe (1 -=- ») = 1-5029: lo« /» = -2486. 



6 



8 



8 



Ueaa Di6er«nces. 



2 3 



6 e 



8 



10 

11 

12 
13 
14 
Ifi 

16 
17 
18 
19 

eo 

21 
22 
23 
24 
26 

S6 
27 

28 
29 
80 

81 
82 
83 
84 
85 

36 
87 
88 
S9 
40 

41 
42 
43 
44 
46 

46 
47 
48 
49 
60 

61 
52 
5S 
64 



0043|00fi6 0128 0170,0212 



0453,0-192 0531 

082H 0864 0891* 

1173' 120li 1239 

149:^ 1523 1553 

179(1 ' 1818 1847 

2068 2095 2122 

233(1 235:. 238ri 

2577 2601 262.'j 

2S1(» 2833 285(; 

3032 305.1 307i 



3243 3263 328'! 

3444 3464 348^1 

363ti 365t 3674 

382'> 383K 3850 

3997 4014 4031 



4I6fi 
433(t 
4487 
4G3!' 
478li 



4183 
434(> 
4502 
4654 
48011 



4200 
4362 
4518 
46C9 
4814 



0000 

0414 
0792 
1139 
1461 
1761 

2041 
2304 
2553 
278h 
30 lU 

3222 
3424 
3617 
3802 
3979 

4150 
4314 

4472 
4624 
1771 

491-1 
5051 
5185 
5315 
5441 

5563 
5682 
579K 
5911 
6021 

6128 
6232 
6335 
6435 
6532 

6626 
6721 
6812 
6902 
6990 

7076 7084 7093 7I0I 
716ft 7168 7l77 7185 
7259 7267 
7348 



492S 4942 4955 

5fMi5 f)079 5092 

5I9K 5211 5224 

5328 534(1 5353 

5453 5465 547^ 

5575 5587 5599 

5691 5705 5717 

580ii 5821 5832 

5922 5933 5944 

6031 6042 6053 

6I3K G149 6160 

6243 6253 6263 

6345 6355 6365 

6444 6454 6464 

6542.6551 6561 



6656 

6749 
6839 
6926 
7016 



6637 6646 

673(> 6739 

6821 6830 

6911 6920 

699s 7007 

7084 7093 



7243 
7324 



7251 
7332 



7340 



0253 



0560 0607 0645 

0934 0969 1004 

1271 1303 1335 

15S4, 1614 1644 

1875 1903 1931 



2148 



2405 



2175 2201 

2430 2455 

2648 2672 2695 

2878 ' 2900 2923 

309(i,3118 3139 



3304 
3502 
3692 
3874 
4048 

421 r; 

437h 
453.'. 
4683 
4829 

4960 
5105 

5237 
5360 
549(1 

5611 

572l> 

5843 

5955 

6064 

6170 

6274 

6375 
6474 
6571 



3324 
3522 
3711 
3892 
40C5 

423? 
439;i 
454K 
4698 
4843 

49S3 
5119 
525(1 
5378 
5502 

5623 
57411 
5855 
596(i 
6075 

6180 
6284 
G385 
6484 
6580 



3345 
3541 
372« 
3909 
4082 

4249 
4409 
4564 
4713 
4857 

4997 
513? 
5263 
5391 
5514 

563.^ 
5752 
5S6(; 
5977 
6085 

6191 
6294 
6395 
6493 
659U 



0294 ; 0334 0374 

0682 0719 0755 

1038 1072 1106 

1367 1399 ! 1430 

1673 1703 j 1732 

1959 1987 2014 

2227 2253 2279 

248fl I 2504 2529 
2718 2742 I 2765 
2945 I 2967 2989 
3I6U I 3181 ' 3201 

3365 3385 3404 

3560 3579 3598 

3747 3766 3784 

3927 3945 3962 

4099 4116 4133 



4 8 12 i 17 21 25 29 33 37 



4265 4281 4298 

4425 4440 4456 

4579 4594 4609 

4728 4742 4757 

4871 4886 4900 

5011 5024 I 5038 

5145 5159 5172 

5276 5289 5302 

5403 541(i 5428 

5527 5539 5551 



5647 5658 ' 5670 

5763 5775 5786 

5877 5888 5899 

6988 59911 6010 

6096 6107 6117 







1 


6665 


6675 


6684 


6758 


6767 


6776 


684& 


6857 


6866 


6937 


6946 


0955 


7024 


7033 


7042 


7110 


7118 


7126 


7i9:( 


7202 


721(t 


7275 


7284 


7292 


7356, 


7364 


7372 



620! 
6304 
6405 
6503 
6599 

6693 
6785 
6875 
6964 
7050 



6212 
6314 
6415 

6513 
6609 

6702 
6794 
6884 
6972 
7059 



6222 
6325 
6425 
6522 
6618 

6712 
6803 
6893 
698] 
7067 



7135 7143^7152 
7218 7226 1 7235 



7300 I 7308 
7380 7388 



7310 
7396 



4 
3 
3 
3 
3 

3 
2 
2 
2 

2 

2 
2 
2 
2 
2 



1 
1 

1 
1 
1 

I 
1 
1 
I 
1 

1 
1 
1 
1 
1 

1 
1 

1 
1 
I 

I 
1 
1 
1 



8 
7 
7 
6 
6 

5 
5 
5 
4 
4 

4 
4 
4 
4 

3 



3 

3 
3 
3 
2 

2 
2 
2 
2 
2 

2 
2 
2 
2 
2 

2 
2 
2 
2 

2 

2 
2 
2 
2 



11 

10 

10 

9 

8 

8 
7 

7 
7 
6 

6 

6 
6 
5 
5 



2 3 5 

2 3 5 

2 3 5 

1 3 4 

1 3 4 



4 
4 
4 
4 
4 

4 

3 
3 
3 
3 

3 
3 
3 
3 
3 

3 
3 
3 
3 
3 

3 
2 
2 
2 



15 
14 
13 
12 
11 

11 

10 
9 
9 
8 

8 
8 
7 
7 
7 



6 
6 
6 



6 
5 
5 
5 
5 

5 
5 
5 
4 
4 

4 

4 
4 

4 
4 

4 
4 
4 

4 
3 



19 
17 
16 
15 
14 

13 
12 
12 

11 
11 

10 

10 

9 

9 

9 



7 



5 
5 
5 
5 
5 

5 
5 
4 
4 
4 



23 

21 
19 
18 
17 

16 
15 
14 
13 
13 

12 
12 
U 
11 
10 



7 8 10 

6 8 9 

8 9 

7 9 

7 9 



8 
8 



6 8 
6 8 



6 
6 
6 
5 
5 



6 

6 
6 
6 
6 

6 

6 
5 
5 
5 



3 4 5 

3 4 5 

3 4 5 

3 4 5 



26 30 34 
24 28 31 
23 26 29 
21 24 27 
20 22 25 



18 
17 
16 
16 
15 

14 
14 
13 
12 
12 

II 
11 
11 
10 
10 

10 
9 
9 
9 
9 



7 
7 
7 
7 
7 

7 
6 
6 
6 
6 



21 

20 
19 
18 
17 

16 
15 
15 
14 
14 

13 
13 
12 
12 

11 

II 

11 
10 
10 
10 



8 
8 
8 
8 
8 

7 

7 
7 
7 
7 



6 7 

6 7 

6 6 

6 6 



24 

22 
21 

20 
19 

18 
17 
17 
16 
15 

15 
14 
14 
13 
13 

12 
12 
12 
11 
11 



8 10 11 

8 9 10 
8 9 10 
8 9 10 
8 9 10 



9 
9 
9 
9 
9 

8 
8 
8 
8 
8 

8 

7 

7 
7 



1 



8 



6 



8 



6 



1S3 4>ff 7t» 

I 



SIO 









LOGARITHMS. Continued. 
















0omc ufttful LOflArithm* mr9 s^ven in "Wc*shl» And M«A»urct 


. " Mc* 3«3 








ftS 


A 1 9 M 


ft 


« 


7 8 9 






4 


IJiflrfrEKT*. 




V 


1 • At V V 

i . 1 


. 1 « 


a 


ft 





7 


a 1 


740-1 


7412' 7410 7437 7435 ' 7443 745 1 7459 7406 7474 


i ' ■' 


2 


i 


^ 


^ 


o 


« 7 


66 

67 
68 

69 
00 


7482 
7JiW 
763.I 

7701 1 
77a^ 


749(( 7407 7505 
75«6 7574 7582 
7642 7fi41) 7657 

7716 7723 7731 
7789 7706 7rt'j:j 


7513 7520 7528 
7:i«0 7VJ7 7WM 
7064 7672 7679 
77:w 774.'> 7752 
78II1 7818 78'i'. 


7536 7543 7551 
7612 7619 7627 
7686 7894 771) 1 
7760 7767 7774 
7832 783'J 7840 


1 

I 3 


2 

2 

•t 


3 
3 
3 
3 
3 


4 
4 
4 
4 
4 


5 
5 
4 
4 
4 


5 
5 
5 
5 
5 


6 7 
6 7 
6 7 
6 7 
6 6 


62 
63 
M 
66 


7853 

71) J 1 

7i»'j;j 
8062 
8120 


1 

7860 7868 7870 
7 p ;i 7u:iK 7UI5 
nnoif Hi^i>7 Hill 1 
HOli'J «o7rj rtOH'J 
8]3f> 8112 ttM'J 


7882 788l> 7806 
7lt52 705!i 7y(i*i 
81121 H1I2K HM.r. 
HitH'J mfJti HUV2 
8l^t> ((Iti2 8lti'j 


7003 7910 ' 7017 
797:5 7y»ii 7087 
W)it «i48 mt^:, 
Him mm mrj 

8176 .<tl82 8180 


1 ] 1 


2 

2 
2 
2 
2 


J 
3 
3 
3 
3 


4 
3 
3 
3 
3 


4 
4 
4 
4 

4 


5 
5 
.'> 
6 
5 


6 6 

a rt 

5 6 
5 6 
5 6 


66 

87 
68 
60 
70 


H 1 1'. 

ft; 12;. 
h:ihh 


8'J0'> 8209 8215 
^<'J';: HJ7I 8280 
^:t.^ 8J38 8:M4 
h:11)5 8-10 1 8107 
8i:»7 8163 8t7u 


H2'22 8228 823.'. 
H2«7 K29J 82'jy 

8;(.'»i 83J7 K:)t;3 

8114 8120 HWi 
817t> 8182 8488 


8241 8218 82.>t 
83116 8312 H3iy 
HJ70 H376 H'AHJ 
8132 HI'" Vii". 
81UI 8.y.u ..jUO 


1 1 


2 

2 
2 
3 


3 
3 

:i 

'J 


3 
3 
3 
3 
3 


4 

4 
4 

4 
4 




6 6 

6 6 

5 ri 
5 t. 
5 6 


71 
72 
73 
74 
74 


x.'>7:i 

H7ai 


«:)iy H:a'> 8:>ii H:.:t7 8543 k:>i9 

8371» 8:»h:i h:i!M H.VJ? 8603 8t;i)!l 
HiVM 8t>i:) hiij|IJS0j7 8663 Mtili'J 
H*;i*8 8701 8710 87hi 8722 8727 
875ti 87ii2 87i>8 877^ 877^ 8785 


8:i.',5 8561 «.Mr 
8lH:. HiV2\ 
8675 8tiKI 8l>8t> 
H733 8730 8745 
8701 8797 8802 




2 
2 


2 
2 


3 
3 
3 
3 
3 


4 
4 
4 

4 
3 




r 
J J 

5 5 

* "* 

5 5 
5 5 


76 
77 
78 
76 
60 




1 

HS7I «87<1 HSSJ ^-SJShV »*h*»:i HS^Jtf 
H*J27 K'JJ'J K'MH >S'iU HII41I »Jji 
H'iSl> HMS7 V rr 1 i(( 9004 ilOO& 
^30 *JU4J ji>i^ JuJ3 1)058 0063 


8818 8851 

H'Jm .S'.lHt s'H.i 

--. ' • 1 1 " ^ * 7 1 

Jti ! 

9UUJ ■JU4i J^4j 




2 

2 

-t 
1 


2 

2 

> 

'» 


3 
3 
3 
3 

3 


3 
3 

3 
3 

:j 




* r 
.1 > 

4 5 

4 '> 


61 
82 
S3 
64 
66 


'K»RS 
JUS 
DI9I 
'J la 
LI J til 


900ft 9096 UlOI 
1)113 'JMH 1*1 M 
9ll>t; t>2«M <i2i»ti 

o'Jix 'rj:>M ■•i^g 


mm; 9ii2 9ii7 
'jijy 0105 'i'"" 
0312 0217 
036:i 0260 

'jJi:. '.»J2»t •■::i.. 


9122 9128 9133 

- -- "^ J-> 

•< 1 **'2H\* 

* '. .i. ' . -Jo 




'1 

2 


■> 


3 
3 
3 
3 
3 


3 
3 

3 
3 
3 




4 ' 
i J 
4 '. 
4 > 
4 . 


86 
87 
68 
68 
•0 


!).! t.'i 

'i.l'i.'i 

'.'I'M 
1'5 12 


03541 <)3:>S 9360 
'JUH) y|o:j 'J410 

■'■ .i» 

;f-li»'.» t^'vlM ^j09 

U5I7 'jyy2 9&S7 


0365 0370 

'Jll.'i IMJM U12.. 
0465 046'J 1II7I 
9513 0518 
0603 Ou6«> yJ71 


9Lll> 9U0 IMlO 
tfJVO !iJ8l ^oMv 


1 1 
1 
1 
] 
1 


2 
1 
I 
1 
I 


■1 


3 

'1 

2 
2 

■1 


3 

3 
3 

3 




4 5 
4 4 
4 4 

1 4 
4 4 


61 

n 

66 
M 
•6 


'.i.%no 

■Mis'. 

'J7JI 
U777 


9591 ' -^f'!!!^ ' '>»^ns 

964 . , ju^2 
06H'' ". i| f«W« 

■.»":■■('■. '"711 ■■ 1 

1 


0600 0« 14 9«tO 

0667 0061 9666 

07m o-fiB OT' 

..j5 080V 9805 


0624 0628 0633 
0671 '^" ' ^^^ 

OAKtf 9814 'J818 


1 
1 
1 

» 1 

1 


1 
I 

I 
1 
1 


'1 

2 


2 

2 
2 
2 
2 


3 
3 
3 
3 
3 


3 
3 


4 4 
4 4 

4 4 
4 4 
4 4 


96 
97 
96 
99 


9823 
9K(i8 
'J'JI2 


0A37 D<t33 9836 

O'Ji: 9021 , 0026 
0061 , 91M6 1 0M9 


0641 0845 0850 
0880 9890 9804 
9030 0034 9030 
0074 9078 0083 


0854 0?*5'.t 'iMS 

0809 

0043 00 4 h -J'JU 

0987 0091 UOOB 


1 
1 
1 

n 1 


1 

1 
1 
1 


■> 

•* 

2 
3 


'1 

3 
'» 

3 


3 
3 

3 
3 


3 
3 

3 
3 


4 4 
4 4 
4 4 
3 4 







189666780 


1 t 




« 


• 

IMS* 


• 




• t 














maci 





111 



IM# 




ANTILOGARITHMS. 










^ .^m J^ 


^H ^^ ^^ 






Mpaa 


niflcrences. 










n 1 o 


d ■« ft 


rf Q 






















V 


A d^ V 

1 1 


Tt V V ■ \f *j 


1 


e 3 




6 


fl 


T 


9 


» 




-00 


1000 


1002 1005 i 1007 


1009 1012, 1014 


1016 1019 


1021 





1 




1 


1 


2 


2 


2 




■01 


1023 


1026 1028 1030 


1033, 1035 1038 


1040 1042' 1045 





I 




1 


1 


2 


2 


2 


■ 


■02 


1047 


1050 1052 , 1054 


1057 


1059 1062 


1064 1067 


1069 





1 




1 


1 


2 


2 


•> 




03 


i072 


1074 1076 1079 


1081 


1084 1086 


1089 


1091 


1094 





1 




1 


1 


2 


2 


2 




04 


intje 


KI99 1102 1104 


1107! 1109 1112 


1114 


11171 1119 









1 


n 

w 


2 


2 


2 




05 


1122 


1125 1127 1130 


1132 1135 1138 


1140 


1143] 1146 









I 


2 


2 


2 


2 




■06 


ins 1151 1153 1156 


1159 1161 1164 


1167 


U69' 1172 









1 


2 


2 


2 


2 




■07 


1175' 1178 1180 1183 


1186 1189 1191 


1194 


1197 


1199 









I 


2 


2 


2 


■> 




•08 


1202 1205 1208 1211 


1213 1216 1219 


1222 


1225 


1227 







^ 


I 


2 


2 


2 


3 




09 


12:11' 1233 1236 1239 


1242 1245' 1247 


1250 ! 1253 


1256 









1 


2 


2 


2 


3 




•10 


125'J r262 12ti5 1208 


1271 1274 1276 


1279: 1282 


1285 









1 


2 


2 


2 


3 




•11 


1288 I2f1 1291 1297 


1300 1303 1306 


1309 1312 


1315 









2 


2 


2 


2 


3 




■12 


1318' 1321 1321 1327 


1330 1334 1337 


1340 1343 1346 









2 


2 


2 


2 


3 




•18 


1319 1352 1355 1358 


1361 1365 1368 


1371 1374 1377 









2 


2 


2 


3 


3 




■14 


1380 


1384 1387 1390 


1393 1396 1400 


1403 1406 1409 









2 


2 


2 


3 


3 




•16 


1413 1416 1419 1422 


1426 1429 1432 


1435 1439 1442 









2 


2 


2 


3 


3 




•16 


1445: 1449 1452 1455 


1459 1462 1466 


1469 1472 1476 









2 


2 


2 


3 


3 




•17 


147'J 1483 1480 M89 


1493 1490 1500 


1503 i:.u7 1510 









2 


2 


2 


3 


3 




■18 


1514 1517 1521 1524 


1528 1531 1535 


1538 1542 1545 







1 


2 


2 


2 


3 


3 




•18 


1549 1552 1550 15W 


15G3 1567 1370 


1574 1578 1681 









2 


2 


3 


3 


3 




20 


1585, 1589 1592 151*6 


1600 1603 1607 


1611 1614 1618 









2 


2 


3 


3 


3 




21 


IG22I 162G 1629 1633 


1637 1641 ' 1644 


1648 1652 1656 







2 


2 


2 


3 


3 


3 




•22 


KltiOj 11103 1567 1G71 


1675 1679' 1683 


1687' 1690. 1694 







2 


2 


2 


3 


3 






•23 


1098 1702 1706 1710 


1714 1718 1722 


172G 1730 1734 







2 


2 


2 


3 


3 






-24 


1738 1742 ]74fi 1750 


1754 1758 1762 


1766 1770 1 1774 







2 


2 


2 


3 


3 






•25 


1778 1782 1780 1791 


1795 1799 1803 


1SU7 1811 1816 







2 


2 


2 


3 








•26 


1820 1824 1B2S 1832 


1837 1841 1845 


1819 1854 1858 







2 


2 


3 


3 








■27 


1862' 1860 1«7I 1875 


1879 1884 1888 


1892 1897 1901 







2 


2 


3 


3 








-28 


1905 ! 19J0 1914 1919 


1923 1928 1932 


1936 1941 1945 







' 2 


2 


3 


3 








•29 


1950 1954 1959' 1963 


1968. 1972 1977 


1982 1986 1991 







2 


2 


3 










-80 


1995 


2000 2001 2009 


2014 2018 2023 


2028 -2032 2037 







2 


2 


3 










•81 


2042 


2046 2051 2056 


2061 2065 2070 


2075 2080 2084 


n 




2 


2 


3 










•32 


I'liSil 2<i94 2099 2104 


2109 2113 2118 


2123 2128 2133 





1' ] 


2 


2 


3 










•33 


2138 2143 2148 2153 


2158 2163 2168 


2173 2178 2183 







2 


2 


3 






s 




-34 


2im 2193 2198 2203 


2208 2213 2218 


2223 2228 2234 






2 


3 


3 




■ ' 


5 




•35 


2239 2244 2249 2254 


2259 -2265 2270 


2275 ; 2280 2286 






2 


3 


3 






5 




-36 


2291 '2290 2301 2307 


2312 2317 2323 


2328 2333 '2339 






2 


3 


3 


"■ 




5 




•87 


2344 2350 2355 2360 


2366 2371 2377 


2382 2388 2393 






2 


3 


3 






5 




38 


2399 2404 2410 2415 


2421 2427 2432 


2438' 2443 2449 




1 2 


2 


3 


3 






5 




■39 


2155 ■ 2 ion 2466 2472 


2477 2483 2489 


2495 2500 2506 




1 2 


2 


3 


3 




5 


5 




-40 


2512 j 2518 2523 2529 


2535 2541 2547 


2553 1 2559 , 2564 




1 2 


2 


3 


4 




5 


5 




•41 


2570 ; 2576 2582 2588 


2594 2600 2G06 


2612 2618 1 2624 




1 2 


1 2 


3 






5 


5 




•42 


2630 


2636 2642 2049 


2655 2661 2667 


2673 2679 2685 




1 2 


2 


3 






5 


6 




-43 


2092 12698 2704 2710 


2716 2723 2729 


2735 2742 2748 




1 2 


3 


3 






5 


6 




44 


2754 ! 2761 2767 2773 


2780 2786 2793 


2799 2805,2812 




I 2 


3 


3 






5 


6 




■45 


28lji(2825 2831 2838 


2844 2851 285S 


2864 2871 , 2877 




I 2 


3 


3 




5 


5 


6 




46 


2884 2891 2897 2904 


2911 2917 2921 


2931 2938 2944 




1 2 


3 


3 




5 


5 


6 




•47 


2951 12958 296512972 


2979 , 2985 2992 


2999 300G 3013 




1 2 


3 


3 




5 


5 


6 




•48 


3020 3027 3034 3041 


3048 3055 3062 


3069 3076 3083 




1 2 


3 


4 




5 


6 


6 




49 


3090 3097 3105 3112 


3n«» 3126 3133 


3141 3148 31S5 




1 2 


3 


4 




5 


6 


6 






1 2 3 4 6 6 


7 II Q 


1 


8 1 


« 


C 


• 


? 


t 


• 






Itf ^m ^^ 4^ ^ ^r ^V w -^r q^ 


^^ 




Mcju 


Dill cm:.- 


-S 








312 




^ 


- 


_ 


_ 


_ 


« 


- 


_ 


- 


I 


- 


- 


1 


- 


II 




I 



■a 
» 

M 
» 

s: 
se 

» 

a 
s 

M 

« 

;o 

■n 

:3 

74 

:s 

:( 

•-» 
It 

n 

■K 
K 

■n 

M 
K 

SI 

r 
a 

It 

« 

M 

% 



' 




ANTILOGARITHMS.— Continued. 










g 







1 i 

1 2 3 4 5 6 


1 

7 8 9 


Mean Dillcrtncci. | 


1 




2 


3 


; ' 


5 6 


' 7 


8 » 




•50 


3162 


3170 3177,3184 


3192 3199 3206 


3214 3221 


3228 




1 


2 


3 


4 4 


5 


6 7 




■51 


3236 


3243 3251 ■ 325S 


3266 '3273 3281 


3289 3296 


3304 




2 


2 


3 


4 3 


5 


6 7 




■52 


3311 


3319 3327 3334 


3342 33J0 3357 


3365 3373 


3381 




2 


2 


3 


4 o 


5 


6 7 




■53 


33K8 


3396 3404 3412 


3420 3428 3436 


3443 3451 


3459 




2 


2 


3 


4 5 


6 


6 7 




54 


3167 


3475 3483 '3491 


3499 i 3508, 3516 


3524 3532 


3540 




2 


2 


3 


4 5 


6 


fi 7 




■55 


3548 


3556 3565 3573 


3581 . 3589 3597 


3606, 3614 


3622 




2 


2 


3 


4 5 


6 


7 7 




'56 


3631 


3639 3648 3656 


3664 3673 3681 


3690 


3698 


3707 




2 


3 


3 


4 5 


6 


7 rt 




57 


3715 


3724 3733 3741 


3750 3758 i 3767 


3776' 3784 


3793 




2 


3 


3 


4 5 


6 


7 S 




-58 


3802 


3811 3819 3828 


3837 3846 3855 


3864 3873 


3882 




2 


3 


4 


4 5 


6 


7 8 




•59 


3890 3899 3908 3917 


3926 3936 3945 


3954 1 3963 


3972 




2 


3 


4 


5 5 


6 


7 8 




60 


3981 


3990 3999 4009 

1 ; 


4018 4027 4036 


4046 1 4055 


4064 




2 


3 


4 


5 6 


6 


7 8 




61 


4074 


4083 4093 ' 4102 


41114121 4130 


4140 


4150 


4159 




2 


3 


4 


5 6 


7 


8 9 




62 


4169 


4178 4188 4198 


42U7 4217 4227 


4236 4246 


4256 




2 


3 


4 


5 fi 


7 


8 9 




63 


4266 


4276 4285 4295 


4305 4315 4325 


4335 ! 4345 


4355 




2 


3 


4 


5 6 


7 


8 9 




64 


4365 


4375 4385 439.1 


4406 4416 4426 


4436 1 4446 


4457 




2 


3 


4 


5 6 


7 


8 9 




65 


4467 


4477 4487 ,4498 


4508 4519 4529 


4539 , 4550 


4560 




2 


3 


4 


5 6 


7 


8 9 




66 


4571 


4581 4592 


4603 


4613 4624 4634 


4645 


4656 


4667 




2 


3 


4 


5 6 


7 


9 10 




67 


4677 


4688 4699 4710 


47-JI 4732 4742 


4753 4764 


4775 




2 


3 


4 


5 7 


8 


U 10 




68 


4786 


4797 4808 4819 


4831 4842 4853 


4864 1 4875 


4887 




2 


3 


1 


(3 7 


8 


9 10 




■69 


489$ 


4y<»9 4920 4932 


4943 4955 4966 


4977 1 4989 


5000 




2 


3 




6 7 


8 


9 10 




■70 


i012 


5023 5035 ^ 5047 


5058,5070 5082 


5093 1 5105 


5117 




2 


4 


5 


6 7 


8 


9 11 




■71 


5129 


5140 5152 5164 


5176 5188 5200 


5212 5224 


5236 




2 


4 


5 


6 7 


8 


in II 




■72 


5248 


5260 5272 5284 


5297 5309 5321 


5333 534 G 


5358 




2 


4 


5 


6 7 


y 


10 11 




■73 


5370 


5383 5395 54i>8 


5420 5433 5415 


5458 5470 


5183 




3 


4 


5 


G 8 


9 


10 11 




■74 


5-195 


5508 5521 5534 


5546 5559 5572 


5585 5598 5610 




3 


4 


5 


6 8 


9 


10 12 




■75 


5623 


5636 5649 5662 


5675 , 5689 5702 

1 1 


5715, 572S 

1 


5741 




3 


4 


5 


7 8 


9 


10 12 




■76 


5754 


5768 5781 5794 


5808 5821 5834 


5848 5861 


5875 




3 


4 


5 


7 8 


9 


11 12 




■77 


5888 


5902 5916,5929 


5943 5957 5970 


5984 5998 


G0I2 




3 


4 


5 


7 8 


10 


11 12 




■78 


Gfi'JG 


6039 6053 6067 


OnKl 6095 6109 


6124 61 3S 


6152 




3 


4 


6 


7 8 


10 


II 13 




■79 


6166 


6180 6194 6209 


6223 6237 (1252 


6266 6281 ; 6205 




3 


4 


6 


7 9 


10 


11 13 




■80 


6310 


6324 6339 6353 


6368 6383 6397 


6412 6427JG442 




3 


4 


6 


7 9 


10 


12 13 




■81 


6457 


6471 6486 6501 


6516 6531 6546 


6561 6577 


0592 




3 


5 


6 


8 ;i 


11 


12 U 




-82 


nm' 


6622 6637 6653 


6668 6683 0699 


6714 6730 


6745 


•2 


3 


5 


6 


8 9 


11 


12 14 




■83 


6761 


6776 6792 tiSOS 


6K23 6839 6K55 


6871 6887 


6902 


2 


3 


5 


6 


8 9 


11 


13 14 




'84 


6918 


6934 G95n 6966 


6982 6998 7015 


7031 7047 


7003 


2 


3 


5 


6 


8 10 


11 


13 15 




■85 


7079 


7096 1 7112 7129 


7145 7161 i7178 


7194 i 7211 


7228 


2 


3 


5 


7 


8 10 


12 


13 15 




■86 


7244 


7261 7278 7295 


7311 732817345 


7362' 7379 


7396 


2 


3 


5 


7 


8 10 


12 


13 15 




■87 


7413 


7430 7447 7464 


7482 7499 7516 


7534 7551 


75G8 


2 


3 


5 


7 


9 10 


12 


14 Ifi 




■88 


7586 


7G03 7621 7638 


7656 7674 7691 


7709 7727 


7745 


•_} 


4 


5 


/ 


9 U 


12 


14 16 




89 


7762 


7780 7798 7816 


7834 7852 7870 


7889 7907 


7925 


2 


4 


5 


7 


9 11 


13 


14 16 




■BO 


7943 


7y62 7980 7998 


8017 8035 , 8054 


8072 8091 


8110 


2 


4 


6 


7 


9 U 


13 


15 17 




-91 


8 28 


8147! 8166 8185 


8204 8222 8241 


8260 8279 


8299 


2 


4 


6 


8 


9 11 


13 


15 17 




■92 


8318! 8337 8356 8375 


8395 8414 8133 


8453 8472 


8192 


2 


4 


6 


8 


10 12 


14 


15 17 




■93 


8511 ;8o31 8551 8570 


8590 86 lU «630 


8650 8670 


8690 


2 


4 


6 


8 


10 12 


14 


16 18 




■94 


8710 


8730 , 8750 8770 


8790 8810 8831 


8851 8872 


8892 


2 


4 


6 


8 


10 12 


14 


16 18 




■95 


ti913 


8933 8954 8974 


8995. 9016,9030 


9057 9078 


9099 


2 


4 


6 


S 


10 12 


15 


17 19 




■96 


9120 


9141 


9162 '9183 


9204 9226 9247 


9208 9299 


9311 


2 


4 


6 


8 


11 T3 


15 


17 19 




97 


9333 


9354 ' 9376 9397 


9419 9441 9462 


9484 9506 


9528 


2 


4 


7 


9 


11 13 


15 


17 20 




■98 


9550 


9572,9594 9616 


9638 9661 9083 


9705 9727 


9750 


2 


4 


7 


9 


11 13 


16 


18 20 




'99 


9772 


9795' 9817 9Sin 


tt«6:i 9886 9908 9931 9954 


9977 


2 


5 


7 


9 


11 14 


16 


18 20 









1 

1 O !» d .*; R 


7 fl Q 


1 


2 


3 


4 


S 6 


7 


8 




X 


dw 


W 


1 trf u 


f 


hrf 


V 








UratL 


Diflcrcac 


a_ 



r 



813 



Code. 



m 



w 



I 



I 









- 


For 


• 

NATURAL SINES. 

LocarithmJc Sinics, see following tabic. 
















Degrees 
0' 


0' 


6' 


12' 


18' 


W Qfl' ^A' 


ACi' AQ- 


54' 




Mean Differences. 




4&4 OU OO 1 -X4r HO 


1' 


2 


a 


«' 


fi 




•OOOO 


0017 


0035 


0052 


0070 ' 0087 ' 0105 


0122 0140 


0157 


3 


6 


9 


12 


15 




1 

2 
3 
4 
5 


■0175 
■0349 
■0523 
•0698 
■0872 


0192 
036ti 
0541 
0715 
0889 


0209 
0384 
0558 
0732 
09O0 


0227 
04O1 
0570 
075(t 
0924 


0244 

0419 
0593 
0767 
0941 


0262 0279 
0436 0454 
0610 0628 
0785 0802 
0958 0976 


0297 0314 
0471 0488 
0645 0663 
0819 ' 0837 
0993 ,1011 


0332 
0506 
0680 
0854 
1028 


3 
3 
3 
3 
3 


6 
6 
6 
6 
6 


9 
9 
9 
9 
9 


12 
12 

12 
12 
12 


15 

15 
15 
14 
14 




6 

7 

8 

9 

10 


- 1 1 1 1 .' 
■1219 
■ 1 35>2 
■156-1 
•173li 


10G3 
12311 
140!! 
1582 
1754 


1080 
1253 
1426 
1599 
1771 


1097 
1271 
1444 
1616 
1788 


1115 
1288 
1461 
1633 
1805 


1132 1149 
1305 1323 
H78 1495 
1650 1668 
1822 1840 


1 
1167 1184 
1340 1357 
1513 ; 1530 
1685 1702 
1857 1874 


1201 
1374 
1547 
1719 
1891 


3 

3 
3 
3 
3 


6 
6 
6 
6 
6 


9 
9 
9 
9 
9 


12 
12 
12 
12 

I" 


14 
14 
14 
14 
14 




11 
12 
13 
14 
15 


■1908 
■2079 
■2250 
2J19 
-2588 


I92r. 
2096 
2267 
243ii 
2605 


1942 
2113 
2284 
2453 
2622 


1959 
2130 
2300 
24 7n 
2639 


1977 1994 2011 
2147 2164 2181 
2317 2334 2351 
2487 2504 2521 
2656 2672 2689 


2028 2045 
2198 2215 
2368 2385 
2538 2554 
2706 2723 

1 


2062 
2233 
2402 

2571 
2740 


3 
3 
3 
3 
3 


6 
6 
6 
6 
6 


9 
9 
8 
8 
8 


' It 
11 
11 
11 


14 
14 
14 
14 
14 




16 
17 
18 

19 

20 


■27r»6 
■292 J 

■3o;k) 

■ 3256 
■3420 


2773 
2941' 
3107 
3272 
3437 


2 7 '.III 
2957 
3123 
3289 
3453 


2807 
2974 
3140 
3305 
3469 


2823 2840 2857 
2990 3007 3024 
3156 3173 3190 
3322 333« 3355 
3486 . 3502 ! 3518 


2874 2890 
304(1 3057 
320 C 3223 
3371 3387 
3535 3551 


2907 

3074 

3239 

3404 

3367 
1 


3 
3 
3 
3 
3 


6 
6 
6 
5 
5 


8 
8 
8 
8 
S 


11 
11 
11 
11 
11 


14 
14 
14 
14 
14 




21 
22 
23 
24 
25 


■3584 
■374(i 
■3907 
■ 4007 
■4226 


36on 

37f.2 
3923 
40ft3 
4242 


3610 
377H 
3939 
4099 
425S 


3633 
3795 
3955 
4115 
4274 


3649 3665 3681 
3811 , 3827 3843 
3071 3987 4003 
4131 4147 4163 
4289 4305 | 4321 

1 


3697 3714 
3859 3875 
4019 4035 
4179 4195 
4337 4352 


3730 
3891 
4051 
4210 
4368 


3 

3 
3 
3 
3 


5 
5 
5 
5 




8 

S 
8 
8 
8 


11 
11 
11 
11 
11 


14 

14 
14 
J3 
13 




26 
27 

2S 
29 
30 


■43S4 
■4540 
■4695 

■'184f< 
■5000 


4399 
4555 
4710 
4863 
SO 15 


4415 
4571 
4726 
4879 
5030 


4431 

4586 
4741 
4894 
5045 


4446 4462 4478 
4602 4617 4633 
4756 , 4772 4787 
4909 4924 ' 4939 
5060 ' 5075 , 5090 


4493 4509 
4648 4664 
4802 1 4818 
4955 4970 
5105 5120 


4524 
4679 
4833 
4985 
5135 


3 
3 
3 
3 
3 


5 
5 
5 
5 
5 


8 
8 
8 
8 
8 


10 
10 
10 
10 
10 


13 
13 
13 
13 
13 




31 
32 
33 
34 
35 


■5150 

■52uy 

■544r. 
■5592 
■573G 


516:. 
5314 
5401 
5G0G 
5750 


5180 
5329 
5476 
5621 
5764 


5195 
5344 
5490 
5635 
5779 


1 

5210 5225 5240 
5358 5373 5388 
5505 , 5519 5534 
5650 5664 5678 
5793 5807 5821 


5255 5270 
5402 ,5417 
5548 5563 
5693 5707 
5835 5850 


5284 
5432 
5577 
5721 
5864 


2 

2 
2 
2 
2 


5 
5 
5 
5 
5 


7 

7 
7 
7 

7 


10 
30 
10 
10 
9 


12 
12 
12 
12 
12 




36 
37 
3S 
39 

40 


•587R 
■6018 
■6157 
■6293 
-0428 


5892 
6032 
6170 
6307 
6441 


5906 
6046 
6184 
6320 
6455 


5920 
606(1 
6198 
6334 
6468 


5934 
6074 
6211 
6347 
6481 


5948 5962 
6088 6101 
6225 6239 
6361 6374 
6494 6508 


5976 ' 5990 
6115 6129 
6252 6266 
6388 640 1 
6521 i 6534 


6004 
6143 
6280 
6414 

6547 


2 
2 
2 
2 
2 


5 
5 
5 
4 
4 


7 
/ 
7 
7 
7 


9 
9 
9 
9 
9 


12 
12 
11 
11 
11 




41 

42 
43 
44 


■65G1 
■6631 
■6820 
■6947 

0' 


6574 

6704 
6833 
6959 

6' 


6587 

6717 
6845 
6972 

12' 


6600 
6730 
6858 
6984 

18' 


6613 , 6626 
6743 6756 
6871 6884 
6997 7009 


6639 
6769 
6896 
7022 


6652 6dA5 
6782 1 6794 
6909 , 6921 
7034 7046 


6678 
6807 
6934 
7059 


2 
2 
2 
2 


4 
4 
4 
4 


1 

6 
6 
6 


9 
9 
8 
8 


11 
11 

11 

10 

6' 




24' SO' Sfi' 


42' ' 48 


54' 


1' 


8- 


3' 


4' 










\1t.ia DlfTc 


lencc*. 





=r 






ft 

u 
» 

jl 

S3 
H 

(6 

R 

K 



Rl 

(3 
H 



ff 



u 
:s 



:s 
10 

n 
It 

ta 



II 



314 













NATURAL SINES. 


-Continued. 












DegTrts 


0' 


6* 


12' 


18 

1 


24- 


30' 36' 

1 


42' 4S' 54' 




Jktoaii DidcrcBccs 


> 


1' 


r 


»' 


4' 


5' 


46° 


•7071 


7083 


7096 


7108 


7120 


7133 7145 


7157 1 7169 1 7181 


2 


4 





8 


lU 


46 


7193 


7206 


7218 


7230 


7242 


7254 


7266 


7278 7290 7302 


2 


4 


6 


8 


10 


47 


-au 


7325 


7337 


7349 


7361 


7373 


7385 


7396 7408 7420 


2 


4 


i> 


8 


10 


48 


■74:il 


7443 


7455 


7466 


7478 


7490 7501 


7513 1 7524 


7536 


2 


4 


\i 


8 


10 


49 


■7547 


755!) 


7570 


7581 


7593 


760-1 7615 


7627 7638 


7649 


2 


4 


6 


8 


9 


50 


-7660 


7672 


7683 


7694 


7705 


7710 7727 

1 


7738 7749 7760 


2 


4 


(i 


/ 


9 


51 


■7771 


7782 


7793 


7S04 


7815 


7826 7837 


7848 7859 7869 


2 


4 




7 


9 


52 


■7880 


7891 


7902 


7912 


792;i 


7934 7944 


7955 7965 7976 


2 


4 





7 


9 


53 


■7D8e 


7997 


8007 


8018 


8028 


8113^ 8041) 


8059 8070 8080 


2 


3 


5 


7 


9 


54 


■8o;«' 


8100 


8111 


8121 


8131 


8141 8151 


8161 8171 8181 


2 


3 


5 


7 


8 


55 


■8192 


8202 


8211 


8221 


8231 


8241 1 8251 


8261 8271 , 8281 

/ 
1 


2 


3 


b 


7 


8 


56 


■8200 


8300 


8310 


8320 


8329 


8339 8348 


8358 


8368 1 8377 


2 


3 


5 


6 


8 


67 


■8387 


839(i 


8406 


8415 


8425) 


8434 8443 


8453 84G2 8471 


2 


3 





6 


8 


58 


■8480 


8490 


8499 


8508 


8517 


8526 8530 


8545 8554 856;i 


2 


3 


5 


6 


8 


50 


■8572 


8581 


8590 


8599 


8607 


8616 8625 


8634 8043 8052 




3 


4 


6 


7 


60 


■86ti0 


8669 


8678 


8686 


8695 


8704 HH2 


8721 8729 8738 




3 


4 


6 


7 


61 


■874fi 


8755 


8763 


8771 


8780 


8788 ' 8796 


8805 


8813 8821 




3 


4 


6 


7 


62 


■ K82y 


8838 


8846 


8854 


8862 


SS70 ' 887« 


8886 ' 8894 81*02 




3 


4 


5 


7 


63 


■S'.HO 


8918 


8926 


8934 


8942 


8949 8957 


8965 8973 8'J80 




3 


1 


5 


6 


64 


■8988 


8996 


9003 


9011 


901S 


9026 9033 


9041 9048 9056 




3 


4 


■- 


6 


65 


■90G3 


9070 


9078 


9085 


9092 


9100 9107 


9114 9I2I 9128 




2 


i 


5 


6 


66 


■9135 


91-13 


9150 


9157 


9164 


1 

9171 9178 


9184 9191 9198 




2 


3 


5 


6 


67 


■9205 


9212 


9219 


9225 


9232 


9239 9245 


9252 9259 9265 




2 


3 


4 


6 


68 


■9272 


0278 


9285 


9291 


9298 


9304 9311 


9317 9323 9330 




2 


3 


4 


5 


69 


•9330 


9342 


9348 


9354 


9361 


9367 9373 


9379 9385 9391 




2 


3 


4 


5 


70 


■9397 


9403 


9409 


9415 


9421 


9420 , 9432 


9438 9444 9449 




2 


3 


4 


5 


71 


•9455 


9-161 


9466 


9472 


9478 


9483 


9489 


9194 : 9500 


9505 




2 


3 


4 


5 


72 


■9511 


9516 


9521 


9327 


9532 


9537 9542 


9548 9553 


9558 




2 


3 


3 


4 


73 


■9563 


9568 


9573 


9578 


9583 


9588 9593 


9598 9603 91)f)8 




*> 


2 


3 


4 


74 


■9613 


9617 


9622 


9627 


9632 


9630 i 9641 


9646 


9650 9655 




'> 

w 


2 


3 


4 


75 


■ 9659 


9664 


9668 


9673 


9677 


9681 9686 


9690 9694 9699 






2 


3 


-1 


76 


■ 97ft3 


9707 


9711 


9715 


9720 


9724 9728 


9732 ', 9736 9740 






'2 


3 


:i 


77 


■9744 


9748 


9751 


9755 


9759 


9763 9707 


9770 ' 9774 9778 






2 


3 


3 


78 


■9781 


9785 


9789 


9792 


9796 


9799 9803 


9806 9810 9813 








2 


:i 


79 


•98lfi 


9820 


9823 


9826 


9829 


9833 9836 


9839 9842 ' 9846 






2 


2 


■i 


80 


■9S48 


9851 


9854 


9857 


9860 


9863 98G6 


9869 1 9871 9874 







1 


2 


2 


61 


■9877 


9880 


98S2 


9885 


9888 


9890 08^3 


9895 9898 


9900 







1 


2 


2 


82 


■9903 


9905 


9907 


99 HI 


9912 


9914 'J917 


9919 


9921 


9923 







1 


2 




83 


■9925 


9928 


9930 


9932 


9934 


9936 9938 


9940 


9942 


9943 







1 


1 


2 


84 


■9945 


9947 


9949 


9951 


9952 


9954 9956 


9957 ' 9959 9960 







1 


1 


2 


85 


■9902 


9003 


9965 


99G6 


99 G8 


9969 9971 


9972 9973 9974 








1 


1 


1 


86 


■9976 


9977 


9978 


9979 


9980 


9981 9982 


9983 9984 9985 








1 


1 


1 


87 


■9980 


9987 


9988 


9989 


9990 


9990 99!>1 


9992 999H 9993 











1 


1 


88 


■ 9994 


9995 


9995 


9996 


9996 


9997 9997 


9ra7 yuy8 U9U8 

















89 


•9998 


9999 


9999 


9999 


9999 


1-000 1-000 


1-000 1-000 1 1000 






















6' 


12' 


18' 


24' 


an' ""t' 


■ 

AQ' Afi' f^A' 


1' 


r 


a' 


V 


fi' 


vU 


UV 


V» 


™ 


V7 




Uean DifSe 


jKacta 





' I 



ll 



/-^ 



315 



Codt. 









LOGARITHMIC SINES. 














For- Natural Sines, see orevrous table. 










Degrees 


0' 


6' 


12' 


18' 


24' 30' 36' 


42' ' 48' 


54' 

1 


Mean DiffeTcnc«j, 1 


1' 8' 


S' 


4' 5 


0= 


— so 


7-2419 


5429 

1 


7190 


8439 


9408 0200 


0870 1450 


1961 








1 


S2-J1S 


2832 


1 

3210 


3558 


3880 


4179 


4459 


4723 4971 


5206 








2 


S-542H 


5640 


5842 


; 6035 


6220 


6397 6567 


6731 6889 


7041 








3 


S-7I88 


7330 


7468 


7602 


7731 


7857 7979 


8098 8213 


832R 








4 


88-1 3lJ 


8543 


8617 


8749 


8849 


8946 9(H2 


9135 9226 


9315 


16 32 


48 


64 SO 


5 


8-9403 


9489 


9573 


9655 


9736 9816 1 9894 


9970 I 0046 

1 


0120 


13 26 


39 


52 65 


6 


90192 


02G4 


0334 


0403 


0472 0539 060 5 


0670 0734 


0797 


11 22 


33 


44 55 


7 


90«5H 


0920 


0981 


1040 


1099 1157 1211 


1271 1326 


1381 


10 19 


29 


38 48 


8 


9I^3(; 


1489 


1542 


1594 


1646 1697 1747 


1797 1847 


1895 


8 17 


25 


34 42 


9 


'JIt'-];i 


I99I 


2038 


2085 


2131 2176 2-221 


2266 2310 


2353 


8 15 


23 


30 38 


10 


'j-23y7 : 2-t3y 


24X2 


2524 


2565 2606 2647 


2687 2727 

1 


2767 


7 14 


20 


27 34 


11 


9-28nc 2Sl'i 


28S3 


2921 


2959 


1 
2997 3034 


3070 3107 


3143 


l> 12 


19 


25 31 


12 


9-3179 


3214 


3250 


3284 


3319 3353 3387 


3421 3455 


34 88 


6 11 


17 


23 28 


13 


9-3r,21 


3554 


3586 


3618 


3650 3082 3713 


3745 3775 


3806 


5 11 


16 


21 2*". 


14 


9-3837 


38fi7 


3897 


3927 


3957 , 3986 4015 


4044 ■ 4073 


4102 


5 10 


15 


20 24 


15 


9-4 13(1 


4158 


4186 


4214 


4242 4269 4296 


4323 4350 


4377 


5 9 


14 


18 23 


16 


y-1-103 


4430 


' 4456 


4482 


4508 4533 4559 


4584 4609 


4634 


4 9 


13 


17 21 


17 


9-4 H59 


4684 


4709 


4733 


4757 4781 4805 


4829 4853 


4876 


4 8 


12 


16 20 


18 


9 -1 900 


4923 


4946 


4969 


4992 5015 ; 5037 


5060 5082 


5104 


4 8 


11 


15 19 


19 


95126 


5148 


5170 


5192 


5213 1 5235 5256 


5278 5299 


5320 


4 7 


II 


14 13 


20 


9-J341 


o3Ul 


5382 


5402 


5-123 5443 5403 
1 


5484 5504 


6523 


3 7 


10 


14 17 


21 


S5543 


5563 


5583 


5002 


5G21 5641 ' 5660 


5 679 1 5698 


5717 


3 6 


10 


13 IG 


22 


9 5736 


5754 


5773 


5792 


5810 5828 5847 


5865 5883 


5901 


3 6 


9 


12 15 


28 


'J-5919 


5937 


5954 


5972 


5990 6007 G024 


6042 ; 6059 


6076 


3 6 


9 


12 15 


24 


9 -61 "93 


6110 


6127 


6144 


6161 6177 6194 


6210 6227 


0243 


3 6 


8 


11 14 


25 


9 0259 


6276 


1 6292 


6308 


6324 6340 6356 


6371 6387 


6403 


3 5 


8 


11 13 


26 


9G-1I8 


6434 


6449 


6465 


6480 6495 6510 


6526 ' 6541 


6556 


3 5 


8 


10 13 


B7 


9-G&7U 


G585 


6600 


6615 


6629 6644 6659 


6673 , 6687 


6702 


2 5 


7 


10 12 


28 


9 (5716 


6730 


6744 


6759 


0773 6787 6801 


6814 6828 


C8I2 


2 5 


7 


9 12 


29 


9-(i856 


6869 


6883 


6896 


6910 6923 6937 


6950 6963 


0977 


2 4 


7 


9 n 


30 


yG9S)0 


7003 


7016 


7029 


7042 7055 7068 


7080 7093 


7106 


2 4 


6 


9 11 


SI 


9-7118 


7131 


7144 


7156 


7168 7181 7193 


7205 7218 


7230 


2 4 


6 


8 10 


zz 


9-7'2.12 


7254 


7266 


7278 


7290 7302 7314 


7326 : 7338 


7349 


2 4 


6 


8 10 


S3 


y73(il 


7373 


7384 


7396 


7407 7410 7430 


7442 7453 


7464 


2 4 


6 


8 10 


t4 


9 ■7-176 


74R7 


7498 


7509 


7520 1 7531 7542 


7553 7564 


7575 


2 4 


6 , 


7 9 


S5 


9-7586 


7597 


7607 


7618 


7629 7640 7650 


7661 7671 


7682 


2 4 

ft 


5 1 


7 9 


S6 


9 7692 


7703 


7713 


7723 


7734 7744 7754 


7764 7774 


7785 


2 3 


5 


7 9 


37 


9-77!i5 


7805 


7815 


7825 


7835 7814 7854 


78(i4 ! 7874 


7S84 


2 3 


5 


7 8 


38 


9 7893 


7903 


7913 


7922 


7932 7941 7951 


7960 ' 7970 


7979 


2 3 


5 


6 8 


39 


9-7989 


7998 


8007 


8017 


8026 8035 8044 


8053 , 8063 


8072 


2 3 


5 


6 8 


40 


9-8U81 


8090 


8099 


8108 


8U7 8125 8134 


8143 


SI52 


8161 


1 3 


4 


6 7 


41 


9-81G9 


8178 


8187 


8195 


8204 8213 8221 


8230 8238 


8247 


1 3 


4 


6 7 


42 


9 •8255 


8264 


8272 


6280 


8289 1 8297 8305 


8313 8322 


8330 


1 3 


4 


6 7 


43 


9 8338 


8346 


8354 


8362 


8370 8378 8386 


8394 8402 


8410 


1 3 


4 1 


5 7 


44 


9-8)18 


8426 


8433 


8441 


8449 8457 8464 


8472 8480 


8487 


1 3 


4 


5 6 




0' G' 


12' 


18' 24' 30' 36' 42' 48' 


54' 


I' «■ 


»* . 


4 » 








^^r- ^r ^ ^^^r ^^^V ^i** ^H^ 
1 


1 


MCuXMOe 


MR- t 



H 



0' 



ii 
a 

St 

« 

n 
a 

a 

M 

« 

M 
« 

:j 
:i 
:\ 
:s 

u 

N 

n 

K 
II 
H 
« 

« 

r 

n 

« 



316 



LOGARrTHMIC SINES. Continued. 



OcfnJ 0' 



46 

46 
47 



00 
91 



U 



ft? 



61 



67 



70 

71 
72 
73 
74 
75 

7fl 
77 
7S 
79 
90 

•1 



r 



I 



6 



12' 



IS 



£4 



30' 38' 



'.IH7I1 
J8778 
lfU-13 

9-8905 
D-S965 

'I i«>2:( 

'J IH)»I 

'.t'j2Hi 
M't't'll 

•J Jj..-. 

UUl.V.i 
'I 04 St) 

it ;f:.:)7 

!' 1073 
'.» 9ri07 

;i yf.-irt 

y 'JTn'j 
1) UTJM 



'I M-".? n?».f) 



H6U2 B&IO t(5l7 



B577 

fttt-ifl 

H7ia 

H7«< 
HHI'J 

8911 
8971 

•HI 29 

OtOI 

• III'. 



!) 122 

•J ti>:i 
KM) 3 

1070 

<|<M3 
« 1 7(1 1 



• .'.slU MSjI 



y'.tsr.'i ■tsTi 



'I 

'.> '.''.*\V \ 
'' '.'■►34 I 

'J U'jSS 

'J '.(I III 4 

'I ■ . 



yyufl 

91M7 
MM 

0M4 

iiyvn 

WNM 



8:>8 1 

8555 

8721 

«7yi 

8917 

8977 
'JW35 
•J<»'J I 

yMi 

01 OA 

OT04 

■nio 

y 127 
yifi7 

»507 

y*. 1 1 

y'i«i» 

I»8t4 
(HU7 
Itfl7S 

'.t707 
U735 

0782 

.S7 

•mil 

ij 
y853 

M73 
M91 
»907 
M32 
Vtl3« 

t»949 
9900 



997S 

9900 
999% 



8591 

8ttA2 
8731 
87U7 
8843 

8923 
8903 

ynii 

9IJ9fl 
9119 

oani 

9'i&l 
<)2M 

y:tii 

yJ8H 

9131 
9471 
U510 
U54a 
9583 

9fll7 
9«50 

mm 

9710 

y738 

07A4 
9789 

98 1 J 
yHXi 
y»i5 

9875 
9S9a 
9809 

9034 
9937 

9950 
99AI 
9970 
9978 
9985 

9091 
9995 



8525 8533 8540 



in-no m-ftn 



8698 
8669 
8738 
8804 
8868 

8939 

K989 
S046 
9101 
9166 

9206 
0355 

9:103 
y.'H9 
939 J 

9l3.'j 
947:1 
9514 
955) 
0587 

0621 
9653 

y7i3 

9741 

9767 
9792 
9815 
9837 

y»:.7 

9876 
9891 
9910 
9935 
9939 

0951 
0063 
0071 
0079 
9088 



I 



80Utl 
8676 
«74.'i 

8810 
8874 

8935 
8905 
9052 

91(»7 
UUHt 

9211 

y;i.>;i 

U3U7 

■11 ',» 



9624 
9656 

!>|>M7 
'J7lH 
9743 

0770 

' ' t 
'.(Ml 7 

yfCW 

'.«859 

ft878 

yN'Ml 
!*UI2 
9927 
9940 

9953 

9963 
9972 
9980 
9087 



9992 
0996 
9008 9909 
10-00 IrtOO 



8613 
8683 

8751 

8817 
8880 

8941 

9000 
!«i57 
yi i3 
9165 

9216 

«l2(l.'i 
!».(12 
9358 
9101 

•1143 

, S3 



!t'.i« ;t.'.22 



9C»Uti !'.")IH 



9637 
9659 
9690 
9719 
9746 

'r72 

9841 
9881 

9880 
9897 
9913 
9938 
9041 

9953 

9964 
9973 
0081 



IHW2 



42 



54' 



8547 8555 8 Obi 



8620 

ati'jo 

8758 
8823 
8887 

8947 
9006 
9063 
9118 
9170 

moT 

(J, 11 

yjiT 

93*12 
9406 

0447 
9187 
9525 
9562 
9597 

9631 

9662 
9603 
9722 
9749 



8C27 
8697 
8765 
8830 
8893 

N'.i.'.3 
U»12 

yotio 

9123 
9175 

".' '-- 
'.•3ti7 
9410 

9451 
9491 

9529 
9566 
0601 

9634 

9666 
9696 
9724 
9751 



9775 9777 

9799 0801 

0832 ! 9834 

9843 9845 

0863 0865 



9882 



9916 
9030 

9043 

9054 
99«5 
9971 
0081 
0988 



12' ir I ir i ao- 



9884 

9901 
9918 
9031 
0944 

9055 

xjT '. 
99H^ 
9988 



9903 0904 

9908 9907 99rr 



f- 1 



'■JftJ 



in-00 lo-no irv-nn iO'«o 



54 



8634 
8704 
8771 
8890 
8890 

8959 
911 1 8 
9l>74 
9128 
9181 

9331 

0371 ' 
in I I 






97:*i 

fITSi' 

'•Sit I 

11J*4 7 



9885 
0903 
9918 

99T? 

9i»*j 



r r r I r » 
1 ir~4 ^ o 









o 

II 





2 
£ 
2 
2 

2 

2 
2 
2 
2 

•I 

2 
2 
3 

I 
I 



It 

1 

i> 1 

I 

(I 1 



n a 
o 




o 



4 

3 
3 
3 
3 

3 
3 
3 
3 
3 

3 
2 

2 

2 
'I 



2 
■I 



I 1 2 

I I 2 

I I ■-' 
I I 2 
n I I 

t I 

II I t 



I I 



I 
I 
I 

I 
I 
I 
I 
I 

I 
I 

O 





5 


ii 


5 


ii 


4 


(') 


4 


:> 


4 


.'. 


4 


5 


4 


5 


4 


5 


4 


5 


3 


i 


3 


4 


3 


4 


3 


4 


3 


1 


3 


4 


3 


3 


3 


3 


3 


3 


3 


3 


2 


3 


3 


3 


2 


3 


2 


2 


2 


3 


2 


3 


2 


3 


2 


2 


3 


3 


I 


2 


1 


2 


1 


3 


1 


1 


1 


1 


I 


1 


1 


1 


1 


1 


1 


1 


6 


1 





1 










r: 

r 



817 



NATURAL COSINES. 



For Lo-s^rithmic Coiines* fte« follo«rtn( Ulblf 




1 

2 
8 
4 
6 


7 
B 

9 
10 

11 

12 
18 
14 
16 

10 
17 

18 
19 

eo 

21 



28 
24 
£6 

£0 
27 



80 

81 
82 
S3 
84 
U 



>7 

86 

m 

40 

41 
42 
U 
44 



0' 



12' 18' 



24' 



30' 36' 



42' 48' 



1000 



■WI36 
■W»&3 

H9KS 
ti'.ilO 
■Hh29 
8746 
M.IXI 

8572 

h tWi 

.'■■IS? 

soeri 

79B« 
ISDnt 

7771 

7600 

7S<7 
7431 
73H 
7193 



1*000 ' l-OOU 1*000 



9998 


999H 


9yi* 1 


9993 


99815 


9985 


9970 


9974 


996:^ 


9960 


9945 


9943 


992.^ 


9923 


9903 


0900 


9877 


9874 


9848 


9S46 


9810 


9813 


9781 


977S 


9744 


y74't 


9703 


909!! 


9059 


mb^i 


9613 


0608 


<»5«3 


9558 


'.<:.ii 


0505 


',M .'..". 


■tM'» 



93:14 » 



* r 



92(>' 
91 9N 
SI'iM 
9056 

SOSn 

890 i 
BK21 
8Tih 

8SS3 

a47i 

8377 
8281 
8181 



9998 
9993 
9984 
9973 

9959 

9942 
9921 

9898 
9871 
9842 

9810 
9774 
97 3r. 
9094 
9660 

9003 
9553 

95(Ml 
**i4A 

■\j 

9323 
925'J 
9191 
9121 
0048 

8973 
K894 

KNI3 

^ - 
8643 

8S54 
8482 



8271 
8171 



9907 
9992 
9983 
9072 
9957 

9940 
9910 
9895 
9869 
9839 

9806 

9770 

973:; 

9690 
9ft46 

0598 
9548 
9494 
9438 

9379 

9317 
9252 
9184 
9114 
9041 

8965 
8886 
8805 

8721 
8034 

8545 
8453 
8U8 
«2«l 
8161 



I'uuu 1-000 I -ooog 



8080 


8070 


80 J 'J 


7078 


7065 


7055 


7880 


7859 


784 b 


7760 


774 y 


7738 


7649 


7838 


7637 


753C 


7524 


_- , „ 


74»' 


740(1 


~ri.UM« 


7302 


7209 


727« 


7181 


7169 


7157 



12 



U 



9997 
9991 
9982 
9971 
9956 

9938 
9917 
9893 
9860 
9830 

9803 

(.7117 
'.1728 
9686 
0641 

9593 
9S42 
0489 
9432 
9373 

9311 
9245 
9178 
9107 
9U33 

8957 
8878 

879G 
8712 
8625 

853' 
8443 

8348 

8251 
8151 

6049 
7944 
7837 
7727 
7615 

7501 
7S85 

7286 

711', 



M 



9997 
9990 
9981 
9969 
9954 

9936 
9914 
9800 
9803 
9833 



9588 
9537 
9483 
94241 

93(i7 

0304 

9239 
9171 

yUMt 

9020 

8940 
687(1 
878K 
8704 
8616 



h434 
8339 
8241 
HI4I 

8(139 
7934 
7820 
77 1 « 
7604 

7400 
7373 
7254 

7t3'l 



9996 
9990 
9980 
9968 
9952 

0934 
9912 
9888 
986(» 
9829 



9799 I 9796 

9763 9759 

9724 9720 

9681 9677 

9030 9632 



9583 
9532 
9478 
9421 
9361 

9298 

9232 
9164 
9092 
9018 

6042 
8862 
8780 
8695 
8607 

8517 
8425 
8339 
8231 
8131 

802il 
7923 
7815 
7705 
7693 

7478 
7361 
7342 

7iao 



9996 

9989 
9979 
9960 
9951 

9932 
9910 
9885 
9857 
0826 

9792 
9755 
9715 
0673 
9627 

9578 
9527 
0472 
0415 
9354 

9201 
9225 
9157 
9085 
9011 

8934 
8854 

8771 
H08G 
859V 



8415 
8330 

8221 
8121 

8018 
7912 
7804 
7694 
7581 



9999 i 0909 ' 9099 



42 



9995 . 9995 

9988 9987 

9978 ; 9977 

9965 9963 

9949 9947 

9930 

0007 I 0005 

9882 ' 0880 

9854 9851 

9823 0820 



9789 
0751 
9711 
0668 
0622 

9573 
952 1 
9466 
9409 
9348 

9265 

9219 
9150 
9078 
9U03 

8926 

8840 
87(i3 
8678 
85UU 



8400 

8310 

8211 
8111 

8007 
7902 
7793 
7683 
7570 



7486 , 7465 
7349 7337 
7230 7318 
7108 I TOM 



NB 



MMn OtfTcrwifM 



118 




9785 
0748 
9707 
9664 
0617 

9508 

0516 

9461 

9403 

9342 

9278 
9212 
9143 
9070 

8996 

8918 
8838 
8755 
8660 
8581 

8490 
8396 

8300 
8202 
8100 



NATURAL COSINES.— Continued. 



J 


DegTtcs 


0' 


6' 


12' 


18' 


OA' 


OA' 


38' 


42' 


48' 


54' 


Mean Difl«r«ice^ 


iS4 ttv 


1' 


2' 3- 


4' S' 

1 


46" 


•7071 


7059 


7046 


7034 


7022 7009 


6997 


6984 


6972 


6959 


2 


4 6 


8 10 


1 1 46 


■6947 


6934 


692] 


• 

6909 


6896 


6884 


6871 


6858 


6845 


6833 


2 


4 6 


8 11 


I 47 


■6820 


6807 


6794 


6782 


6769 ! 6756 


6743 


6730 


6717 


6704 


2 


4 6 


9 11 


1 ^ 


■6691 


6678 


6665 


6652 


6639 I 6626 


6613 


6600 


6587 


6574 


2 


4 7 


9 U 


1 *^ 


■6561 


6547 


6534 


6521 


6508 ( 6494 


6481 


6468 


6455 


6441 


2 


4 -7 


9 11 


■ 


60 


■6428 


6414 


6401 


6388 


6374 636 1 


6347 


6334 


6320 


6307 


2 


4 7 


9 U 


1 


51 


■6293 


6280 


6266 


6252 


6239 : 6225 


6211 


6198 


6184 


6170 


2 


5 7 


9 11 


• 


52 


■6157 


6143 


6129 


6115 


GlOl 6088 


6074 


6060 


6046 


6032 


2 


5 7 


9 12 




53 


•6018 


6004 


5090 


5976 


5962 5948 


5934 


5920 


5906 


5892 


2 


5 7 


9 12 




64 


■&878 


5864 


5850 


5835 


3821 5807 


5793 


5779 


5764 


5750 


2 


5 7 


9 12 


■ 


SS 


■5736 


5721 


5707 


6693 


5678 5664 


5650 


5635 


5621 


3606 


2 


5 7 


10 12 


1 


56 


■5592 


5577 


5563 


5548 


5534 1 5519 


5505 


5490 


5476 


34G1 


2 


3 7 


10 12 


■ 


57 


•5446 


5432 


5417 


3402 


5388 


5373 


5358 


5344 


5329 


5314 


2 


5 7 


10 12 


■ 


58 


-5299 


5284 


5270 


5255 


5240 


5225 


5210 


5195 


5180 


5165 


2 


5 7 


10 12 


"P 


59 


■5150 


5135 


5120 


5105 


5090 5075 


5060 


5045 


5030 


50 1 5 


3 


5 8 


10 13 


1 


60 


■5000 


4985 


4970 


4955 


4939 . 4924 


4909 


4894 


4879 


4863 


3 


5 8 


10 13 




61 


■4848 


4833 


4818 


4802 


4787 4772 


4756 


4741 


4726 


4710 


3 


5 8 


10 13 




62 


■4695 


4679 


4664 


4048 


4633 4617 


4602 


4586 


4571 


4555 


3 


5 8 


10 13 


ki 


63 


•4540 


4524 


450'J 


4493 


4478 44G2 


4446 


4431 


4415 


4399 


3 


5 8 


10 13 


1 


64 


■43S4 


4368 


4352 


4337 


4321 4305 


42au 


4274 


4258 


4242 


3 


5 8 


U 13 


1 


A6 


■4226 


4210 


4195 


4179 


4163 1 4147 


4131 


4115 


4099 


4083 


3 


5 8 


11 13 


1 


66 


■4067 


4051 


4035 


4019 


4003 3987 


3971 


3955 


3939 


3923 


3 


5 8 


11 14 


m 


67 


■3907 


3891 


3875 


3S59 


3843 3827 


3811 


3795 


3778 


3762 


3 


5 8 


11 14 


m 


68 


■3746 


3730 


3714 


3697 


3681 3665 


3049 


3633 


3616 


3600 


3 


5 8 


11 14 


1 


69 


■3584 


3567 


3551 


3535 


3518 3502 


3486 


3469 


3453 


3437 


3 


5 8 


11 14 


1 


70 


■ 3420 


3404 


3387 


3371 


3355 , 3338 


3322 


3305 


3289 


3272 


3 


5 8 


11 14 


I 


71 


■3256 


3239 


3223 


3206 


3190 3173 


3156 


3140 


3123 


3107 


3 


6 8 


11 14 


1 


72 


'3090 


3074 


3057 


3040 


3024 3007 


2990 


2974 


2957 


2940 


3 


6 8 


11 14 


1 


73 


•2924 


2907 


2890 


2874 


2857 2840 


2823 


2807 


2790 


2773 


3 


6 8 


11 14 


1 


74 


■2756 


2740 


2723 


2706 


2689 2672 


2656 


2639 


2622 


2605 


3 


6 8 


11 14 


B 


75 


■2588 


2571 


2554 


2538 


2521 2504 


2487 


2470 


2453 


243G 


3 


6 8 


U 14 


1 


76 


■2419 


2402 


2385 


2368 


2351 2334 


2317 


2300 


2284 


2267 


3 


6 8 


11 14 


1 


77 


2250 


2233 


2215 


2198 


2181 2164 


2147 


2130 


2113 


2096 


3 


6 9 


11 14 


1 


78 


■2079 


2062 


2043 


2028 


2011 199-1 


1977 


1959 


1942 


1925 


3 


b 9 


11 14 


1 


79 


■1908 


1891 


1874 


1857 


1840 1822 


1805 


1788 


I77I 


1754 


3 


6 9 


11 14 


^H 


80 


■1736 


1719 


1702 


1685 


1668 1650 


1633 


1616 


1599 


1582 


3 


6 9 


12 14 


1 


81 


•1564 


1547 


1530 


1513 


1495 ' 1478 , 


1461 


1444 


142G 


1409 


3 


6 9 


12 14 


1 


82 


■1392 


1374 


1357 


1340 


1323 , 1305 


1288 


1271 


1253 


1236 


3 


6 9 


12 14 


1 


83 


■1219 


1201 


1184 


1167 


1149 1132 


1115 


1097 


1080 


1063 


3 


6 9 


12 14 


1 


84 


■1045 


1028 


1011 


0993 


0976 095S 


0941 


0924 


0906 


0889 


3 


6 9 


12 14 


1 


85 


■0872 


0854 


0837 


0819 


0802 0785 


0767 


0750 


0732 


0715 


3 


6 9 


12 14 


1 


86 


■0698 


0680 


0663 


0645 


0628 0610 1 


0593 


0576 


0558 ■ 


0541 


3 


6 9 


12 15 




87 


■0523 


0506 


0488 


0471 


0454 0436 


0419 


0401 


0384 , 


0366 


3 


6 9 


12 15 




88 


■0349 


0332 


0314 


0297 


0279 0262 


0244 


0227 


0209 ' 


0192 


3 


6 9 


12 15 




89 


■0173 


0157 


0140 


0122 


0105 0087 1 


11070 


0052 


0035 1 


0017 


3 


6 9 


12 15 






0- 


6' 


12' 


18' 


1 ' 

24' 30' 


36' 


42' 


48' 


54' 


1' 


8- 8 I 


«■ »■ 







Vena DifT< 


renccs. 














N.B.— Subtract n 


lean Oil 


Terence* 













319 



Coat. 






LOGARITHMIC COSIHIES. 
















For NAturftl Conines, see prcvJout t^bJc. 














Degrees 


0" 6- 12' 


18 24 30' 36' 42' 48' 

1 


54' 


I* 


3>r«an DifTrrmcM. 


r 


r 


4- 


•J 


0' 
1 


lu-uuuo uuou 

9 9909 9909 


uuuu 

9999 


ouuo 

9999 


UIMK) UUUO . 0000 
9999 9999 9998 


IJUUO U900 
9998 9998 ' 


9-9999 

9998 





















2 


9-9997 9997 


9997 


9996 


9996 999C 9996 


9995 9995 


9994 

















8 


9-9994 !''.<0I 


9993 


9993 


9992 9992 9991 


9991 9990 


9990 

















4 


0-9989 i 91189 


9988 


9988 


9987 9987 9986 


9985 9985 


9984 

















5 


9-9983 G983 


9982 


9981 ! 9981 9980 9979 


9978 9978 


9977 














1 


6 


y 9976 9975 


S975 


9974 


9973 9972 9971 


9970 9969 


9968 















7 


9-996R ft967 


9966 


9965 i 9964 99C3 9962 


9961 9960 


9959 










I 




8 


9-9y:.b '.*'j56 


9955 


9954 995:i 9952 9951 


9950 9949 


9947 














9 


9-994fi Wii) 


9944 


9943 i 9941 9940 9939 


9937 9936 


9935 










, 




10 


9-993-1 91132 


9931 


99:^9 9928 9927 9925 

1 


9924 9922 


9921 














11 


9-9919 1 9918 


9916 


1 

9915 99i:i 9912 9910 


9909 9907 


9906 













12 


y-H!tfM 9f>fi2 


0901 


9899 98117 9896 9894 


9892 9891 


9889 













18 


9-9887 <'SK:> 


9S«4 


988'J 9H8n 9878 9876 


9875 9873 


9871 







• 




2 


14 


9-9869 '^i T 


*.iS<i5 


986;i '.'Siil 9859 9857 


9855 9853 


9851 


n 








2 


15 


9-9849 'Jb47 


9845 


9843 9841 9839 9837 


9835 9833 


9831 











2 


16 


9-9828 9826 9824 


9822 9820 9817 9815 


9813 9811 


9808 









2 


2 


17 


9-9Nii. \>nn4 9801 


9799 9797 9794 9792 


9789 9787 


0785 









2 


2 


18 


9-9782 97K0 


9777 


9775 ; 9772 9770 9767 


9764 9762 


9759 









2 


2 


10 


99757 fl7.j4 


9751 


9749 I 974C 9743 9741 


9738 9735 


9733 









2 


2 


eo 


99730 0727 


9724 


9722 


9719 9716 9713 


9710 9707 


9704 









2 


2 


ei 


It r*T02 06M 


9696 


':h"'"i'i 


9690 9687 9684 


9681 9678 


9675 







1 


2 


2 


22 


*.' '.'r.72 ;i6r>9 


9666 


''iit>^ 


9659 9656 9853 


9650 9647 


9643 






2 


2 


3 


23 


<<■'». 40 9637 


»634 


'JhSl 


9627 9624 9621 


9617 9614 


9611 






2 


2 


3 


24 


iXjai' 9604 


9601 


9597 


9594 9590 9587 


9583 9580 


9576 






3 


2 


3 


25 


9 yS73 , 95*19 


9566 


9562 9558 9555 9551 


9548 9544 


9540 


t 




2 


2 


3 


28 


'• '37 9533 


9529 


9525 9522 9518 9514 


9510 9507 


9503 


1 




2 


3 


3 


27 


9 '.'Vi'.i 9495 


9491 


9487 9483 9479 9475 


9471 9467 


9463 






2 


3 


3 


28 


9-'.'4r.9 9455 


9451 


9447 <>l-t3 9439 9435 


9431 9427 


9422 


1 




2 


3 


3 


29 


99418 91H 


9410 


9406 94fil '.1397 9393 


9388 9384 


9380 


« 




2 


3 


4 


30 


■J ''.(75 ■ 9371 


9367 


9362 9358 9353 9349 


9344 9340 


9335 






2 


3 


4 


31 


9 9331 9326 


9322 


931* 


9312 9308 9303 


9298 9294 


9289 




2 


3 


3 


4 


82 


9-92H4 9279 


9275 


9270 


9265 9260 9255 


9251 9246 


9241 




2 


2 


3 


4 


as 


9 9236 9231 


9228 


9221 


9216 9211 9206 


9201 9196 


9191 




2 


3 


3 


4 


84 


'.• 9180 9181 


9175 


9170 9165 91C0 9155 


9149 9144 


9139 




2 


3 


3 


4 


35 


9 91:M . 9128 


9123 


9118 


9112 9107 9101 


9096 9091 


9085 




2 


3 


4 


S 


36 


9074 


9069 


9063 


9057 9053 9046 


904 1 9035 


9029 




2 


3 




5 


87 


9-W;23 9018 


9012 


9006 


9000 8995 8989 


8983 8977 


8071 




2 


3 




5 


88 


98966 8959 


8953 


8947 


8941 8935 8929 


8923 89 1 7 


8911 




2 


3 




4r 

s 


39 


8899 


8893 


6887 


8880 8874 8868 


8802 8855 


8849 




2 


3 




5 


40 


' ^U , S8S6 


8830 


8823 


8817 8810 6804 


8797 8791 


8784 




3 


3 




5 


41 


n c"6 8771 


8765 


8758 


8751 8745 8738 


8731 8724 


8718 




2 


3 


6 


6 


42 


:•(..,, 8704 


8807 


8690 


8683 8676 8669 


8662 8655 


6648 




2 


3 


6 


6 


43 


08841 8834 


8837 


8630 


8613 8606 8598 


8591 8584 


8577 




2 


4 




A 


44 


9-8569 8562 


8555 


8547 8540 8533 8525 


8517 8510 


8502 




3 


4 1 


b 


6 




6' 


«' 


1 

18' W 80 86 48' «•' 


M' 


• • 


r 


r 


i 


•' 


UMalliOmson | 




N B-— SuMrACl M««n nilTiriifil]— , 




' 








1 





« 

H 
M 

H 

U 

u 

■ 

■ 

M 

« 

« 

71 
71 

71 



330 









LOGARITHMIC COSINES. Continued. 








M csrea 


0' 


6' 


12' 18' 


24' 30' 


36' 


42' 


48' 


54' 


&rean Tiittmnett. 




1 


V 


i# 


AmV AV 


1 


w 


^EM 


7w 


r 8" a* 


4' 5' 




45 
1 46 


9 8495 


8487 


8480 8472 


8464 8457 


8449 


8441 


8433 


8426 


1 3 4 


5 6 




g'84]S 


8410 


8402 . 8394 


8386 , 8378 


8370 


8362 


8354 


8346 


1 3 4 


5 7 




47 


9-8338 


8330 


8322 8313 


8305 8297 


8289 


8280 


8272 


6264 


1 3 4 


6 7 




1 ■ 48 


9-8255 


8247 


8238 8230 


8221 8213 


8204 


8195 


8187 


8178 


1 3 4 


6 7 




4» 


9-8169 


8161 


8152 8143 


8134 8125 


8117 


8108 


8099 


8090 


1 3 4 


6 7 




■ 50 


9-8081 


8072 


8063 8053 


8044 8035 


8026 


8017 


8007 


7998 


2 3 5 


6 8 




I51 


9-7989 


7979 


7970 ■ 7960 


79S1 ' 7941 


7932 


7922 


7913 


7903 


2 3 5 


6 8 




■ 52 


9-7893 


7884 


7874 7864 


7854 7844 


7835 


7825 


7815 


7805 


2 3 5 


7 8 




• 63 


9-7795 


7785 


7774 7764 


7754 . 7744 


7734 


7723 


7713 


7703 


2 3 5 


7 9 




54 


9-7692 


7682 


7671 7661 


7650 7640 


7629 


7618 


7607 


7597 


2 4 5 


7 9 




m '' 


9-7586 


7575 


7564 ^ 7553 


7542 


7531 


7520 


7509 


7498 


7487 


2 4 6 


7 9 




m 56 


9-7476 


7464 


■ ■ 

7453 7442 


7430 


7419 


7407 


7396 


7384 


7373 


2 4 6 


8 10 




■ 67 


9-7361 


7349 


7338 7326 


7314 7302 


7290 


7278 


7266 


7254 


2 4 6 


8 10 




■ 58 


9-7242 


7230 


7218 t 7205 


7193 7181 


7168 


7156 


7144 


7131 


2 4 6 


8 10 




■ sa 


9-7118 


7IOti 


7093 


7080 


70ti8 7055 


7042 


Tnu'.t 


7016 


7003 


2 4 6 


a 11 




1 "" 


9-6990 


6977 


6963 


6950 


6937 6923 


6910 


6890 


6883 


G8C9 


2 4 7 


9 11 




1 '' 


9-6856 


6842 


6828 


6814 


6801 ' 6787 


6773 


6759 


6744 


6730 


2 5 7 


9 12 




■ 62 


9-6716 


6702 


6687 


6673 


6659 6644 


6629 


6615 


6600 


6585 


2 5 7 


10 12 




63 


9-6570 


6556 


6541 


6526 


6510 6495 


6480 


6465 


6449 


6434 


3 5 8 


10 13 




64 


9-6418 


6403 


6387 


6371 


6356 


6340 


6324 


6308 


6292 


6276 


3 5 8 


11 13 




65 


9-6259 


6243 


6227 


6210 


6194 


6177 


6161 


6144 


6127 


6110 


3 6 8 


U 14 




■ 66 


9-6093 


6076 


6059 


0042 


6024 


6007 


5990 


5972 


5954 


5937 


3 6 9 


12 15 




B 


67 


9-5919 


5901 


5883 1 5865 


5847 , 5828 


5810 


5792 


5773 


5754 


3 6 9 


12 15 




■ 


68 


9-5736 


5717 


5698 , 5679 


5660 


5641 


5621 


5602 


5583 


5563 


3 6 10 


13 16 




■ 


69 


9-5543 


5523 


5504 ■ 5484 


5463 ! 5443 


5423 


5402 


53S2 


5361 


3 7 10 


14 17 




I 


70 


9-5341 


5320 


5299 1 5278 

1 


5256 1 5235 


5213 


5192 


5170 


5148 


4 7 11 


14 IS 




1 


71 


9-5126 


5104 


5082 , 5060 


5037 5015 


4992 


4969 


4946 


4923 


4 8 11 


15 19 




1 


72 


y-4900 


4876 


4853 4829 


4805 


4781 


4757 


4733 


4709 


4684 


4 8 12 


16 20 




■ 


73 


9-4659 


4634 


4609 4584 


4559 


4533 


4508 


4482 


4456 


4430 


4 9 13 


17 21 




1 


74 


9-4403 


4377 


4350 4323 


4296 4269 


4242 


4214 


4186 


4158 


5 9 14 


18 23 




1 


75 


9*4130 


4102 


4073 


4044 


4015 3986 


3957 


3927 


3897 


3807 


5 10 15 


20 24 




1 


76 


9-3837 


3806 


3775 


3745 


3713 3682 


3650 


3618 


3586 


3554 


5 11 16 


21 26 




1 


77 


!)-3521 


34 88 


3455 


3421 


3387 3353 


3319 


3284 


325U 


3214 


6 11 17 


23 28 




1 


78 


9-3179 


3143 


3107 


3070 


3034 '' 2997 


2959 


292 1 


2883 


2845 


6 12 19 


25 31 




1 


79 


y-280G 


27G7 


2727 


2687 


2647 , 2606 


2565 


2524 


2482 


2439 


7 14 20 


27 34 




1 


80 


9-2397 


2353 


2310 


2266 


2221 2176 


2131 


2085 


2038 


1991 


8 15 23 


30 38 




1 


81 


9-1943 


1895 


1847 


1797 


1747 1097 


1646 


1594 


1542 


1489 


8 17 25 


34 42 




1 


82 


9-1436 


1381 


1326 


1271 


1214 ' 1157 


1099 


1040 


nosi 


0920 


10 19 29 


38 48 




1 


83 


9 0859 


0797 


0734 


0670 


0605 0539 


0472 


0403 


0334 


0264 


11 22 33 


44 55 




1 


84 


9 0192 


0120 


0046 9970 


9894 9816 


9736 


9655 


9573 


9489 


13 26 39 


52 65 




1 


85 


8-9403 


9315 


9226 


9135 


'J042 


8946 


8849 


8749 


8647 


8543 


16 32 48 


64 SO 




1 


86 


8-8436 


8326 


8213 


8098 


7979 


7857 


7731 


7602 


7468 


7330 








1 


87 


8-7188 


7041 


6889 . 6731 


0567 6397 


6220 


6035 


5842 


5640 


Mean differ 

1 x_ — — ^^ ^b ^M ^rk ■ ■ v1 


tnc*s no 




1 


88 


8-5428 


5206 


4971 ! 4723 


4459 4179 


3880 


3558 


3210 


2832 


longer suit 


cicntlj 




1 


89 


8-2419 


1961 


1450 0870 


0200 9408 


8439 


7190 


5429 


2419 








1 


0' 


6' 


1 

12' 18' 


9 A.' 


OA' 


36' 


42' 


48' 


54' 


1' V 3' 


4- V 








S4 QU 

1 


H«aii DilTercBCcs. 










N.B.— Subtract 


Mean Di 


ffcrcncci 


i. 






1 





321 



Indfx, 
CM*. 




)cgrc« 



NATURAL TANGENTS. 

For Loearithmic Tangents sec foJIowinc table. 



0' 




1 
2 
3 

4 
5 

6 

7 

8 

9 

10 

11 
12 
13 
14 

15 

16 
17 
18 
19 
20 

21 

22 
23 
24 
25 

26 
27 
28 
£9 
30 

SI 
S2 
33 
34 
S5 

36 
87 
88 
89 
40 

41 
42 
43 
44 



ooou 
1 7r) 

0349 
Ob24 

oeyy 

0875 

1051 
1228 
1405 
1584 
1763 

1944 

2I2ti 
2309 
2493 
2G7'.i 

2867 
3057 
3249 
3443 
3640 

3839 
4040 
4245 
4452 
4663 

4877 
5i)95 
5317 
554 :i 
5774 

6009 
6249 
6194 
6745 
7002 

7265 

753li 
7813 
8098 
8391 

Rr>93 
9004 
9325 
9657 



8' 



12' 18' 



24' 30' 36' 



4£' 



48 



0017 , 0035 0O5'2 



0192 
0367 
0542 
0717 
0892 

1069 
124(. 
1423 
1602 
1781 

1962 
2144 
2327 
2512 
2608 

28K6 
3ti7(i 
32C9 
3463 
3659 

3859 
40«;i 
4265 
4473 
4684 

4899 
5U7 
5340 

556r> 

5797 

C032 
6273 
6519 
6771 
7028 

7292 

7563 
7841 
8127 
8421 

8724 
9030 
9358 
9691 



0209 
0384 
0559 
0734 
09ln 

1086 
1263 
1441 
1620 

1799 

1980 
2162 
2345 
2530 
2717 

2905 
3096 
328K 
3482 
3G79 

3879 
4081 
428f; 
4494 
4700 

4921 
5139 
5362 
55 8! t 
5820 

605r. 
6297 
6544 
679B 
7054 

7319 
7590 
7869 
8156 
8451 

8754 
9067 
9391 
9725 



0227 
0402 
0577 
0752 
0928 

1104 
1281 

1459 
1638 
1817 

1998 
2180 
2364 
2549 
2736 

2924 

3115 
3307 
3502 
3699 

3899 

4101 
4307 
4515 
4727 

4942 

5161 
5384 
5612 
584 4 

6080 
6322 

6569 
6822 
7080 

7346 
7618 
7898 
8185 
8481 

8785 
9099 
9424 

9759 



007O 0087 , 0105 



0244 
0419 
0594 
0769 
0945 

1122 
1299 
1477 
1655 
1835 

2016 
2199 
2382 
2568 
2754 

2943 
3134 
3327 
3522 
3719 

3919 
4122 
4327 
4536 
4748 

4964 
5164 

5407 
5635 
5867 

6104 
6346 
6594 
6847 
7107 

7373 
7046 
7925 
8214 
8511 

8816 
9131 
9457 
9793 



02G2 
0437 
0612 
07S7 
0963 

1139 
1317 
1495 
1673 
1853 

2035 
2217 
2401 
2580 
2773 

2962 
3153 
3346 
3541 
3739 

3939 
4142 
434S 
4557 
4770 

4986 
5206 
5430 
5658 



0279 
0454 
0629 
0805 
0881 

1157 
1334 
1512 
1691 
1871 

2053 
2235 
2419 
2605 
2792 

2981 

3172 
3365 
3561 
3759 

3959 
4163 
4369 
4578 
4791 

5008 
5228 
5452 

5681 



6 



12' 18 



ooyw 
6128 


6152 


6371 


0395 


6610 


r>t>4 4 


6873 


6899 


7133 


7159 


7400 


7427 


7673 


7701 


7954 


7983 


8243 


8273 


8541 


8571 


8847 


8678 


9163 


9195 


9490 


9523 


9827 


9861 



1352 
1530 
1709 
1890 

2071 
2254 
2438 
2623 
2811 

3000 

3I9I 
3385 
3581 
377U 

3979 
4183 
4300 
4599 
4813 

5(t29 
5250 
5475 
5704 
5938 

6176 
6420 

6669 
6924 
7186 

7454 
7729 
8012 
8302 
8601 

8910 

9228 
9556 
9890 



3019 
3211 
3404 
36O0 
3799 

4000 
4204 
4411 
4621 
4834 

5051 
5272 
5498 
6727 
5961 

6200 
6445 

6694 
6950 
7212 



8941 
9260 
9590 
9930 



54' 



0122 


0140 


0297 
0472 
0647 
0822 
0998 


0311 
0489 
0664 
084O ' 

1016 

1 


1175 


1 
1192 



0157 

0332 
0507 
0G82 
0857 
1033 

1210 

1370 1388 

1548 1566 

I 1727 I 1745 

j 190S 1926 

2089 I 2107 

2272 I 2290 

2456 2475 

2642 2661 

2830 2349 



3038 
323U 
3424 
3620 
3819 

40 2n 
4224 
4431 
4642 
4856 

5073 
5295 
5520 
5750 
5985 

6224 
6469 
6720 
6970 
7239 



7481 , 7508 
7757 ' 7785 
8040 ■ 8069 
8332 ! 8361 
8632 8662 



8972 
9293 
9623 
9965 



'Sf' ir. Iiiflcrtnce*. 



«■ r 



3 6 9 



3 
3 
3 
3 
3 

3 
3 
3 
3 
3 

3 
3 
3 
3 
3 

3 
3 
3 
3 
3 

3 
3 
3 
4 
4 

4 
4 
4 
4 
4 

4 
4 
4 
4 
4 



12 li 



6 

6 
6 
6 
6 

6 
6 
6 
6 
6 

6 
6 
6 
6 
6 



8 
8 
8 

8 
8 
8 
9 

9 



9 
9 
9 
9 
9 

9 
9 

9 
9 
9 

9 
9 
9 
9 

9 



6 9 
6 10 

6 10 

7 10 
7 10 

7 10 
7 10 
7 10 
7 11 

7 n 



n 
11 
II 

12 
12 

12 
12 
13 
13 
13 



5 9 H 

5 9 14 

5 9 14 

5 10 15 

5 10 15 

5 to 16 

5 11 16 

6 II 17 
6 II 17 



12 
12 
12 
12 
12 

12 

12 
12 
12 
12 



15 
15 

15 
15 
15 

15 
15 
15 
15 
15 



12 15 
12 15 
12 15 

12 16 

13 16 



t 



13 
13 
13 
13 
13 



16 
16 
16 
16 

17 



'4 



13 17 

14 17 
14 17 
14 18 
14 18 



15 
15 
15 
15 

16 

16 
16 
17 

17 
18 



18 
18 

19 
19 
20 

20 
30 
21 
21 

22 



18 33 

18 23 

19 24 

20 24 

20 25 

21 26 

21 27 

22 28 

23 29 



24 



80 



36 



48 



64' 



I- t 3 4 i- 

Ucaii Diilrrencn. 



n 
a 
ts 

M 
U 

W 

s: 
» 

BO 

n 
« 

M 

ft 

K 

I? 
IB 

n 
n 

52 

n 
:s 

n 

IS 

II 
It 
II 

N 

K 

II 
17 
II 



822 





A 


NATURAL TANGENTS.— Continued. 










OcgxecA 


0' 


6' 


12' 18' 


24' 30' 


36' 

1 


42' 48' 54' 

1 


Mcia Pifrcrenccs. | 


w 


V 


1' *■ 


3" 


4' 


B' 


45 


1-OOOu 


0U35 


UU70 : 0105 


U141 


U176 


0212 


0247 0283 U319 

1 


6 12 


lU 


24 


30 


46 


1-0355 


0392 


0428 ' 0464 


0501 


0538 


0575 


0612 


0649 ' 0686 


6 12 


18 


25 


31 


47 


10724 


0761 


0799 0837 


0873 0913 


0951 


099O ' 1028 ' 1067 


6 13 


19 


25 


32 


48 


rilOfi 


1145 


1184 ' 1224 


1263 i 1303 


1343 


1383 1423 1463 


7 13 


20 


27 


33 


49 


1-150 •) 


1544 


1585 ' 162G 


1667 1708 


175M 


1792 : 1833 1875 


7 14 


21 


28 


34 


60 


1-1918 


1960 


2002 2045 


2088 


2131 


2174 


2218 1 2261 2305 


7 14 


22 


29 


36 


51 


■234«) 


2393 


2437 2482 


2527 


2572 


2617 


2662 2708 2753 


8 15 


23 


30 


38 


62 


I -2799 


2846 


2892 , 2938 


2985 3032 


3079 


3127 3175 322-2 


8 10 


21 


31 


39 


53 


1 -3270 


3319 


3367 


341ti 


3465 3514 


3564 


3613 3663 3713 


8 10 


25 


33 


41 


54 


1 ■376-1 


3814 


3865 1 3916 


3968 ' 4019 


4071 


4124 4170 4229 


9 17 


26 


34 


43 


55 


1-4281 


4335 


4388 


4442 


4496 4550 


4605 


4659 4715 4770 


9 18 


27 


36 


45 


56 


1-4826 


4882 


4938 


4994 


5051 


5108 


5166 


5224 


5282 ' 5340 


10 19 


29 


38 


48 


57 


1-5399 


5458 


5517 


5577 


5637 5697 


5757 


5SIS 5880 5041 


10 20 


30 


40 


50 


58 


1-6003 


6066 


6128 6191 


6255 6319 


6383 


6447 6512 ' 6577 


11 21 


3-2 


43 


53 


59 


1-6643 


6709 


6775 6842 


6909 ! 6977 


7045 


7113 7182 1 7251 


11 23 


34 


45 


56 


60 


17321 


7391 


7461 7532 


7603 


7675 


7747 


7820 7893 , 7964i 


12 24 


3H 


48 


60 


61 


1-8040 


8115 


8190 8265 


8341 


8418 


8495 


8572 8650 8728 


13 26 


3S 


51 


64 


62 


1-8807 


8887 


8967 9047 


9128 ' 9210 


9292 


9375 , 9458 , 9542 


14 27 


41 


55 


68 


63 


1-9626 


9711 


9797 9883 


9970 , 0057 


0145 


0233 0323 0413 


15 29 


44 


58 


73 


64 


2-0503 


0594 


0686 0778 


0872 0965 


1060 


1155 1251 1348 


16 31 


47 


63 


78 


65 


21445 


1543 


1642 1742 


1842 


1943 


2045 


2I4S : 2251 . 2355 


17 34 


51 


68 


85 


66 


2-2460 


2566 


2673 2781 


2889 


2998 


3109 


3220 3332 ' 3445 


18 37 


55 


73 


92 


67 


2-3559 


3673 


3789 3906 


4023 


4142 


4262 


42K3 4504 4627 


20 40 


60 


79 


99 


68 


2-4751 


4876 


5002 


5129 


5257 


5386 


5517 


5649 5782 5916 


22 43 


65 


87 


108 


69 


2-6051 


6187 


6325 


6464 


6605 6746 


6889 


7034 7171) 7326 


24 47 


71 


95 


119 


70 


2-7475 


7625 


7776 ' 7929 


8083 8239 


8397 


8556 8716 8878 


26 52 


78 


104 


131 


71 


2-904-2 


9208 


9375 


9544 


9714 


9887 


OO6I 


0237 0415 0595 


29 58 


87 


116 


145 


72 


3-0777 


0961 


11 41; 1334 


1524 


1716 


1910 


2106 2305 '25im; 


32 64 


9ti 


129 


161 


73 


3-2709 


2914 


3122 


3332 


3544 


3759 


3977 


4197 4420 464f. 


36 72 


108 


144 


180 


74 


3-4874 


5105 


5339 


557fi 


5816 


6059 


6305 


6554 6S0ti 7062 


41 81 


122 


163 


204 


75 

76 

77 


3-7321 

4-0108 
4-3315 


7583 

0408 
3662 


7848 

0713 
4015 


8118 

1022 
4374 


8391 8667 

1335 1653 
4737 5107 


8947 

1976 
5483 


9232 ' 952U 9812 

1 

2303 ! 2635 ' 2972 
5864 6252 6646 


46 93 


139 


186 


232 


1' 2- 


3- 


4 


fi' 










78 


4-7046 


7453 


7867 


8288 


8716 


9152 


9594 


0045 0504 1 0970 










79 


5-144ti 


1929 


2422 2924 


3435 


3955 


4486 


50*26 557K (il4n 










80 


5-6713 


7297 


7894 


8502 


9124 


9758 


0405 


1066 


"1742 2432 










81 
82 


6-3138 
71154 


3859 
2066 


4596 
3002 


5350 
3962 


6122 
4947 


6912 
5958 


7720 
6996 


8548 
8062 


9395 0264 
9158 02«5 




ditTtr 
r sull 


encts no 
icietilly 


83 


S-1443 


2636 


3863 


5126 


6427 1 7769 


9152 


0579 


2052 3572 


accurate. 






84 


9-5144 


9-677 


9-845 


10-02 


10-20 10-39 


10-58 


10-78 10-99 11-20 










85 


11-430 


11-66 


ir9L 


12-16 


12-43 12-71 


1300 


13-30 13-62 13-95 










86 


14-301 


14-67 


15-06 


15-46 


15-89 


16-35 


16-83 


17-34 17-89 ' 18-46 










87 


19-081 


19-7-1 


20-45 


21-20 


22-02 


22-90 


23-86 


24-90 26-03 27-27 










88 


28-636 


30-14 


31-82 


33-69 


35-80 


38-19 


40-92 


4407 ' 47-74 5208 










89 


57-29ri 


63 6fi 


71-62 81-85 


95-49 


114-6 


143-2 


191-0 1 286-5 i 573-0 












0' 


6' 


1 
IZ* 18' 


1 

24' 30 

1 


36 


1 
42' 43 54 



323 



Tndex, 
Cod*/ 








LOGARITHMIC TANGENTS. 














For Natural Tangenla. sea previous tabic. 




■ 






>cffrcc9 


0' 


8' 12' 


18' 


24' 30' 36' 


42' 48' 54' 


Mean Diffcrmoea. 




r 2- 


8' 


i' 6 




0' 


00 


72419 5429 


7190 


8439 , 9409 , 0200 


0870 1450 ' 1962 










1 

2 

a 

4 
5 


8-2419 
85431 
8-7194 
8-S446 
8 9420 


2833 321 1 
5643 5845 
7337 7475 
8554 8659 
9506 9591 


3559 
ti038 
7609 
8762 
9674 


3881 4I8I 4461 
6223 6401 6571 
7739 7865 7988 
8862 8960 9056 
9756 9836 9915 


4725 
6736 
8107 
9150 
9992 


4973 
6894 
8223 
9241 
0068 


5208 
7046 
8336 
9331 
0143 


16 32 48 
13 26 40 


64 81 
53 66 




6 
7 
8 

d 

10 


90216 
9 0891 
9-1-178 
9-1997 
9-2463 


0289 0360 
0954 1015 
1533 1587 
2046 2094 
2507 2551 


0430 
1076 
1640 
2142 
2594 


0499 0567 0633 
1135 1194 1252 
1693 1745 1797 
2189 2236 2282 
2637 2680 2722 


0699 
1310 
1848 
2328 
2764 


0764 
1367 

1898 
2374 
2805 


0828 
1423 

1948 
2419 
2846 


11 22 

10 20 

9 17 

8 16 

7 14 


34 

29 
26 
23 
21 


45 56 
39 49 
35 43 
31 39 
28 35 




11 

12 
18 
14 
IS 


9-2887 
9-3275 
9-3634 
9 3968 
9-4281 


2927 2967 
3312 3349 
3668 3702 
4000 4032 
4311 4341 


3006 
3385 
3736 
4064 
4371 


3046 3085 3123 
3422 3458 3493 
3770 3804 3837 
4095 4127 4158 
4400 ^ 4430 4459 


3162 3200 3237 
3529 3564 3599 
3870 3903 3935 
4189 4220 4250 
4488 4317 4546 


6 13 
6 12 
6 11 
5 10 
5 10 


19 
16 
17 
16 
15 


26 32 

24 30 
22 28 
21 26 
20 25 




16 

17 
18 
19 

20 


9-4575 
9-4853 
9-5118 
9-5370 
9-5611 


■1603 4632 
4880 4907 
5143 5169 
5394 5419 
5634 5658 


4660 
4934 
5195 
5443 
5681 


4688 4716 4744 
4961 4987 5014 
5220 5245 5270 
5467 5491 5516 
5704 5727 5750 


4771 4799 4826 
5040 5066 5092 
5295 5320 5345 
5539 5563 5587 
5773 5796 5819 


5 9 
4 9 
4 8 
4 8 
4 8 


14 
13 
13 
12 
12 


19 23 
18 22 
17 21 
16 20 
15 19 




21 

22 
28 
24 
25 


9-5842 

9-6064 
9-6279 
96486 
9-6687 


5864 5887 
6086 6108 
6300 6321 
6506 6527 
6706 6726 


5909 
6129 
6341 
6547 
6746 


5932 5954 5976 
6151 6172 6194 
6362 63S3 6404 
6567 f.587 6607 
6765 6785 6804 


5998 6020 6042 
6215 6236 625? 
6424 6445 | 6465 
6627 6647 6667 
6824 6843 6863 


4 7 
4 7 
3 7 
3 7 
3 7 


11 
11 
10 
10 
10 


15 19 

14 18 
14 17 
13 17 
13 16 




26 
27 
28 
29 
30 


9-6S82 
9-7072 
97257 
9-7438 
9-7614 


6901 6920 
7090 7109 
7275 7293 
7455 7473 
7632 7649 


6939 
7128 
7311 
7491 
7667 


6958 6977 6996 
7146 7165 7183 
7330 7348 7366 
7509 7526 7544 
7684 7701 7719 


7015 7034 7053 
7202 7220 7238 
7384 7402 7420 
7562 7579 7597 
7736 7753 7771 


3 6 
3 6 
3 6 
3 6 
3 6 


9 
9 
9 
9 
9 


13 16 
12 15 
12 15 
12 15 
12 14 




81 

82 
88 
34 
36 


9-7788 
9-7958 
9-8125 
■J 8290 
9-8452 


7805 7822 
7975 7992 
8142 8158 
8306 8323 
8468 8484 


7839 
8008 
8175 
8339 
8501 


7856 7873 7890 
8025 8042 8059 
8191 8208 8224 
8355 8371 8388 
8517 8533 8549 


7907 7924 7941 
8075 8092 8109 
8241 8257 8274 
8404 8420 8436 
8565 8581 8597 


3 6 
3 6 
3 5 
3 5 
3 5 


9 
8 
8 
8 

8 


11 14 
11 14 
11 14 
11 14 
11 13 




36 
37 
88 
89 

40 


9-8613 
9-8771 
9-8928 
9 9<J84 
9 9238 


8629 8644 
8787 -8803 
8944 8959 
9099 9115 
9254 9269 


86G0 
8818 
8975 
9130 
i)284 


8676 8692 8708 

8834 8850 8865 

8990 9006 9022 

9146 9161 9176 

9300 9315 9330 
. 1 


8724 8740 8755 
8881 8897 8912 
0037 9053 9066 
9192 9207 9223 
9346 9361 9376 


3 5 
3 S 
3 5 
3 5 
3 5 


8 
8 
8 
8 
8 


11 13 

10 13 
10 13 
10 13 
10 13 




41 
42 
43 
44 


9-9392 
9 9544 
9-9697 
9-9848 


9407 9422 
9560 9575 
9712 9727 
?864 9879 


9438 

9590 
9742 
9894 


9453 9468 9483 
9605 , 9621 9636 
9757 9773 9788 
9909 9924 9939 


9499 '9514 9529 
9651 9666 9681 
9803 9818 ' 9833 
9955 9970 9985 


3 5 
3 5 
3 5 
3 5 


8 
8 
8 
8 


10 13 

10 13 
10 13 
10 IS 






9' 


«' 12' 


18' 24' 30' Aft' 


fg*^ 4R' KA' 


1' 2- 


t' 

mat>ia 


cfcoco. 














We 





I 



« 

is 

51 

It 
a 

ST 

sa 



6S 
M 

K 

« 

i 
« 

n 
u 

Tl 

% 



0' 



324 



UOGARITHMIC TANGENTS.— Continued 



tgrtra 

Hi 

M 

47 
48 



30 



36' 



62 



64 
57 

B9 
SO 

Bl 
62 



64 
«6 



47 



60 
70 

71 
72 

73 
74 
76 

78 
77 
78 
7» 
80 

81 

88 



84 
8ft 



87 



0' 8' U' 18' 84' 

I I 

10-00001 OOIS 0030 I 0046 I OMi I OO^tt OJJVl 



JO (M;>ti 
io-ono8 

10 07i>a 

10 0!M8 
10-1072 
lOl'iJ'J 
10 UM7 
10- 15 18 

10-1710 
10- 187.'. 
lO-'iOI'i 
10 '2-^ 1 2 
10-2.180 

10-25 6'J 

10-2743 
10-2928 
10 3118 
10-3313 

10-351 I 
in :i7-JI 
10 '3936 
10-4r.'.R 
10 '4380 

10-4630 

10-4883 
10-5147 
10 5425 
10 5719 

to r,n;(2 

)n-63«6 

10 6725 
10-7113 
10 '7537 

10 8003 
to -8532 

10 9109 
li' U784 
11-0580 

11-1554 
n 2806 
11-4580 
11-7581 



0167 
0319 
0471 

0)i'^4 

0777 

0932 
1088 
1245 

M03 
1504 

1720 
1K0I 



5454 
67i0 



8065 
6401 
6763 

7154 
7581 

8052 
8577 
8172 
0857 
0fl«0 

1664 

asM 

4703 
8038 



0182 
0334 
0486 
0639 

07y3 

0047 
1103 
1200 
1410 
1580 

1743 

1908 



2059 


207H 


2229 


2247 


2403 


2421 


2580 


3S08 


3762 


2780 


2947 


2066 


3137 


3 1 57 


3333 


3353 



3:>35 


1 
3555 


.1743 


3764 


31)58 


3980 


4)81 


4204 


4413 


4437 


4665 


4880 


4908 


49:i4 


5174 


5201 



5183 

S780 

6097 
6436 
6800 
7105 

7«aa 

8102 
6633 
9286 
9933 
0759 

1777 
3106 
5027 
8550 



0197 
0349 
0501 
0654 
0808 

0963 
1119 
1276 
1435 
1596 

1 7r.9 

1925 
'2093 

2264 
2438 

21116 
2798 
2085 
3178 
3373 

3576 

3785 
((►03 
1227 

4461 

4705 
4960 
5329 
5513 
5811 

6130 
6471 
8838 
7336 
7672 

8153 
8680 

0301 
0008 
0850 

1M9 
3264 

537S 
9130 



0212 
0364 

()!> 1 7 
Oti70 

0978 
1135 
1293 
1451 
1612 

1776 

1941 
2110 
2281 
2156 

2634 
2817 
3004 
3196 
3393 



6163 
8507 
6877 

7278 
7718 

8303 
8748 
9367 

0085 
0944 

2012 
3420 
5530 



IS 



0228 
0379 
0532 
0685 
0839 

0994 

1150 
1308 
1467 
1639 

1793 

1958 
2127 
2299 
2474 

38S3 

2835 
3023 
3215 
3413 



6106 
6543 
6915 
7330 

7764 

8355 
8806 
9433 
0184 
1040 

2133 
3599 
5819 
OSftl 



3596 


3617 


3806 


3838 


4021 


4046 


4250 


4273 


4484 


4509 


4730 


4755 


4986 


5013 


5256 


5284 


5541 


5570 


5843 


5873 



0243 
0395 
0547 
0700 
0854 

1010 
1166 
1324 
1483 
1645 

1809 

1975 
2144 
2316 
3491 

3670 
2854 
3043 
3235 
3433 

3638 
3849 
4068 
4396 

4533 

4780 
5039 
5313 
56O0 



42' 

UlUO 

0358 
0410 
0562 
0716 
0870 

1025 
1183 
1340 
1499 
1661 

1835 
1993 
2161 
2333 
2500 

3680 

3873 
3061 
3354 
3453 

3639 
3871 
4091 
4319 
4557 

4805 
5066 
5430 
5629 



5905 . 6936 



6330 

6578 
6054 
7363 
7811 

8307 
8865 
9501 
0244 
1138 

3361 

3777 
6119 
1561 



6384 
6615 

6994 
7408 

7858 

8380 

8934 

9579 

0326 
1238 

3391 
9943 

6441 
2810 



48' 54 



U121 0136 



0273 
0425 
0578 
0731 
0885 

1041 
1197 
1 356 
1516 
1677 

1842 
2008 
3178 
2351 
2527 

2707 
28DI 
30 U> 
3274 
3473 

3679 
3892 
4113 
4342 
4581 

4831 
5093 
5368 
5659 
5968 

8308 
6651 

7033 
7449 



0288 
0440 
0593 
0748 
OOOl 

1056 
1213 

i:i7t 

I«^V4 

18.18 
2025 
2I'.<5 
23t}8 
2645 

2725 
2910 
3009 
32<14 
^1 «4 

3700 

3914 
(136 

4366 
4606 

4857 
5130 
5397 
5689 
6000 

6332 
6688 

7 ill J 



7906 


7954 


8413 


8467 


8985 


9046 


9640 


9711 


0409 


0494 t 


1341 


1446 


3535 


3463 


4155 


4357 


A7S9 


7167 


4571 


7581 



1 r r 4 » 

3~5 a 



3 

3 
3 
3 
3 

3 

3 
3 
J 
3 

3 

3 
3 
3 

3 

3 
3 
3 
3 
3 



5 
5 
5 
5 
5 

5 

5 
5 

5 
5 



8 

8 
8 

H 
8 

8 

8 
8 
8 
8 



5 8 

6 8 

t' 
I 
f 

6 

6 9 

6 9 

6 10 

7 to 



3 7 10 

4 7 11 
4 7 II 
I 8 13 
4 8 12 



4 
4 
5 
5 
5 

8 
6 
6 
7 
8 



8 13 

9 13 
9 14 

10 15 

10 16 

11 17 

13 18 

13 19 

14 31 
16 33 



9 17 36 

10 30 28 

11 33 34 
13 36 40 
16 33 48 



Mmm 



18 



24 



80 



M 



1- r r 



lU 13 



10 
10 
10 
10 
10 

10 
10 

II 
II 
11 

II 
11 
II 

13 

12 

13 
13 
13 
13 
13 

14 

14 
15 

15 
16 

17 
18 
19 
20 
21 



13 

13 
13 
13 
13 

13 
13 
13 
13 

14 

14 
14 
14 
14 
15 

15 
15 
18 
18 
17 

17 

18 
19 
19 
20 

31 
32 
33 
35 
26 



33 38 



34 


30 


36 


33 


28 


35 


31 


39 


35 


43 


39 


49 


45 


54 


53 44 1 


44 


SI 



Uf 



r r 



ii 



,r 



' «tt4n 



*11 




326 









FUNCTIONS OF 


NUMBERS. 










1 TO 100. 






No. 


Sqimic. 


Cube. 


A(|u:kre Cube lOOO x 
Root. Root- Reciprocal 


No. 


Square. 


Culx-. 


Square 1 Cube 1000 x 


1 


1 


1 


10000 1-0000 1000 000 


51 


2601 


132651 


71414 ' 3-7084 19-6078 


2 


4 


8 


1-4142 r2599 500000 


52 


2704 


140608 


7 


2111 3-7325 


19-2308 


8 


9 


27 


1-7321 1-4422 333333 


53 


2S09 


148877 


7 


2801 ' 3-7563 


18-8679 


4 


16 


64 


2-0000 1-5874 250'000 


54 


2916 


157464 


7 


3485 3-7798 18-5185 


5 


25 


125 


2-2361 


1-7100 200000 


55 


3025 


166375 


7 


4162, 3-8030 i 181818 


6 


36 


216 


2-4495 ' 1-8171 160667 


59 


3136 


175616 


7 


4833 1 3-8259 17-8571 


7 


49 


34:1 


2-6158 1-9129 142857 


57 


3249 


185193 


7 


549R 3-8485 17-543'i 


8 


64 


512 


2-8284 . 2-0000 125000 


58 


3364 


195112 


7 


tilSS 3-8709 17-2414 


9 


81 


729 


3-0000 2-0801 Ill-Ill 


59 


3481 


205379 


7 


6811 3-8930 16-9492 


10 


lOO 


1000 


3-1623 ' 2-1544 lOOOUO 


60 


3600 


216000 


7 


7460 1 3-9149 166667 


11 


121 


1331 


3-3166 2-2240 W9091 


61 


3721 


22698 1 


7 


8102 3-9365 16-3931 


12 


1-J4 


1728 


3-4641 


2-2804 83-3333 


62 


3844 


238328 


7 


8740 3-9579 16-1290 


13 


169 


2197 


3-6056 


2-3513 76-9231 


63 


3969 


250047 


7 


9373 3-9791 15-8730 


14 


1% 


2744 


3-7417 


2-4101 71-428li 


64 


4096 


262144 


8 


OOOO 4-O000 


15-6250 


15 


225 


3375 


3-8730 


2-4662 66-6667 


65 


4225 


274625 


8 


0623 40207 
1 


15-3844 


16 


256 


40116 


4-nooo 


2-519S r.2-5000 


66 


4356 


2S749G 


8 


1240 ' 4-0412 15-1515 


17 


289 


4913 


4 1231 2-5713 08-8235 


67 


4489 


300763 


8 


1854 40615 14-92.S4 


18 


324 


5«:i2 


4242C. , 2-G20V -", .-,55fi 


68 


4624 


314432 


8 


2462 40817 , 14-7059 


19 


3t.l 


685i» 


4-35«y 2-6684 52 0316 


69 


4761 


328509 


8 


3066 4-1016 1 14-4928 


sxi 


400 


8000 


4-4721 2-7144 500000 


70 


4900 


343000 


8 


3666 4-1213 14-2857 

1 


Zl 


441 


9261 


4-5826 2-7589 47*6190 


71 


5041 


357911 


8 


4261 4-1408 ' 14-0845 


22 


4K4 


10648 


4-r.9<04 2S020 45^515 


72 


5184 


373248 


8 


4853 4-1602 13-8889 


23 


529 


12167 


4-7958 2-8439 434783 


73 


5329 


389017 


8 


544<i 4- 1793 13-6986 


24 


57il 


i;iK24 


4-899*> 2-8845 41-66G7 


74 


5476 


405224 


8 


6023 4-1983 13-3135 


25 


625 


15625 


50000 2-9240 40-OnoO 


75 


5625 


421875 


8 


6603 4-2172 133333 


26 


676 


17576 


5-0990 2-9625 38-4615 


76 


5776 


438976 


8 


7178 4-2358 ' 13-1579 


27 


729 


iy(iX3 


51962 3-0000 37-0370 


77 


5929 


456533 


8 


7750 4-2543 12-9870 


28 


784 


21952 


5-2915 30366 357143 


78 


60 84 


474552 


8 


8318 4-2727 12-8205 


29 


sn 


24389 


5-3852 30723 344828 


79 


6241 


493039 


8 


8882 4-2908 12-6582 


30 


•JOO 


27000 


5-4772 31072 33-3333 


80 


6400 


512000 


8 


9443 4-3089 12-5000 


31 


961 


29791 


5-567R 3-1414 32-2581 


81 


6561 


53144 1 


9 


0000 1-3267 12-3457 


32 


1021 


32768 


5-G5fi',t 3-1748 31-2500 


82 


6724 


551368 


9 


0.554 4-3445 1 12-1951 


33 


lOSi) 


35937 


5-74ir. 3-2075 30-:iO3O 


83 


6889 


571787 


9 


1104 4-3621 12-0482 


34 


1 1 5(1 


39304 


5-8310 3-2396 29-4118 


84 


7056 


592704 


9 


1652 4-3795 11-9048 


35 


1225 


42875 


5-916! 3-2711 28-5714 


85 


7225 


614125 


9 


2195 4-3968 11-7647 


S6 


129r, 


46656 


60000 3-3019 27-7778 


86 


7396 


630056 


9 


2736 4-4140 11 -6279 


87 


i3(;y 


50653 


60828 3-3322 27-0270 


87 


7569 


658503 


9 


3274 4-4310 11-4943 


38 


1444 


54872 


61IV44 3-3620 -2ti-3iJ8 


88 


7744 


681472 


9 


3808 4-4480 11-3636 


39 


1521 


59319 


C-2t.'.« 3-3912 ■25-6410 


88 


7921 


704969 


9 


4340 4-4647 11-23W 


40 


1600 


6JOO0 


6-3246 3-4200 25-0O0ii 


90 


81O0 


729000 


9 


4868 4-4814 111111 


41 


1681 


68921 


6-4031 3-4482 24-39"2 


91 


8281 


75357 1 


9 


5394 4-4979 


10*9890 


42 


1764 


74088 


6-4S07 3'476<i 23-8095 


92 


8464 


778688 


9 


5917 4-5144 


10*8698 


43 


184^ 


79507 


6-5574 3-5034 23-2558 


93 


8649 


804357 


9 


6437 4-5307 


10-7527 


44 


1 9:tl'i 


85184 


6-6332 3-5303 22*7273 


94 


8836 


830584 


9 


6954 4-5468 10*6383 


45 


202 S 


91125 


6-7082 3-5569 22-2222 


95 


9025 


857375 


9 


7468 1 4-5629 10-5263 


46 


2116 


97336 


6-7823 3-5830 21-7391 


96 


9216 


884736 


9 


7980 4-5789* 10-4167 


47 


2209 


103823 


6-85.'" 3-6088 21-2766 


97 


9409 


912673 


9 


848*t 4-5947 10-3093 


48 


2304 


1 10592 


6-9282 3-6342 20-8333 


98 


9604 


941192 


9 


8995 4-6104 10-2041 


49 


2401 


117649 


7-0000 3-6593 20-4082 


99 


9801 


970299 


, 9 


949!f , 4-6261 10-tOlO 


60 


2500 


1 25000 


7-0711 3-6840 20-0000 


100 


lOOOO 


IftOOOOO 


lOOOOO 4-6416 10-0000 | 



fr Squrt 



i 



t 



m 

IN 

IlK 
■IOC 

m 
m 



11)201 
104(H 

lam 

10816 
11025 

11236 
11449 
11664 

11S81 
12100 



111 1 2321 

U2 12544 

UJ 12769 

Hi 12996 ■ 

lli 13225 I 

'Hi 13456 

li: 131389 

m 13924 

US 14I6I ! 

IK 144O0 

121 14641 

Ifi 1512<t 
m 15376 

US 1562S 

126 15ST6 
IT 16I2& 
US 163^ 
Ue 16641 
110 16900 

111 i;i6i 

U2 17424 

IK I766d 

W ITBSC 

US 18225 

» 18496 

127 18769 

138 mii 

l» 19321 
140 IdGOr 

Ml 1 9881 
m a,M49 

\^ a73r. 

lis 210^ 
I« 21316 




FUNCTIONS OF NUMBERS. 
101 TO 200. 



No. ' Square Cube. 



Square 
RooL 



Cube 
Root. 



1000 y 
Reciprocal 



No. Square. 



Cube. 



Square 
Root. 



Cube 
Root. 



: 1000 X 
I Reciprocal 



101 
102 
108 
104 
105 

loe 

107 

108 
109 
110 

111 

112 
113 
114 

115 

lie 

117 

lib 

119 
12C 

121 

iza 

124 
125 

126 
127 
128 
129 
130 

131 
182 
13;^ 
134 
135 

13C 
137 
138 
138 
140 

141 
142 

143 
144 
145 

14C 
14^ 
148 

14d 

16G 



10201 
10404 
10609 
lOSIfi 
11025 

11236 
11449 
11664 

11881 
12100 

12321 
1254-f 
127C9 
1 2991 i 
1 3225 

13456 

1 3G8!I 
13924 
14161 
14400 

14641 
14X8t 
1512'J 
15376 
1 5G2r. 

1 587 G 
16129 
1 6384 
1664 1 

1 Ii900 

17161 
17424 
1768'J 
1 7956 
18225 

18496 
18769 
19044 
1 932 1 

lyeoo 

19S81 
2016-1 
20 1 49 
20736 
2 1025 

21316 

■21609 

2190-1 

22201 

22WO 



1030301 
1061208 
1 092727 
11248(1} 
1157625 

1191016 
1225043 
1259712 
1295029 
1331000 

13G7631 
1 404928 
1442897 
1481544 
1520875 

1560896 
1601613 
1643032 
1685159 
1728000 

177I56I 
1815848 
1860867 
1906624 
1933125 

2000376 
2048383 
2097152 
2146689 
2197000 

2248091 
229996 « 
2a52G37 
2106104 
2460375 

2515456 
2571353 
2628072 
2G85619 
2744000 

2803221 
2863288 
2924207 
2985984 
3048625 

3112136 
3176523 
3241792 
3307949 
3375000 



0499 4-6570 ; 9'9f)099 

0995 4-6723 ' 98039:; 

1489 4-6875 , 9-7087 ( 

1980 4-7027 9-6153« 

247t' 4-7177 9-52381 



10 
10 
10 
10 
10 

10 
10 

10 
10 
10 

10 
10 
10 
10 
10 

to 

10 
10 
10 
10 

II 
11 
II 
II 
II 

n 
II 
11 
II 
u 

11 
11 
II 
II 
11 

II 
II 
II 
11 
11 

11 
11 
11 

12 
12 

12 
12 
12 
12 
12-2474 



2956 
3441 

3923 
4403 
4881 

5357 
5S30 
6301 
6771 
7238 

7703 
8167 
8628 
9087 
9545 

0000 

0454 
0905 
1355 
1803 

2250 
269 i 
3137 
3578 
40 1 « 

4455 
4891 
5326 
5758 
6190 

C(iIO 
7047 
7473 
789P 
8322 

8743 
9164 
9583 
0000 
0416 

083rt 

1244 
1655 
2066 



4-7326 ; 9-43396 
4-747:. ; 9-34579 
4-7622 9-25926 
4-7769 ' 9-17431 
4-7914 909091 



4-8059 
J -8203 



9 00 901 
8-92857 



4-8346 8-84956 
4-S4S'. 8-77193 
4-8629 8-69565 



4-8770 
4-8910 
4-9049 
4-9187 
4-9321 



8 -020 60 
8-54701 
8-47458 
8-40336 
8-33333 



4-9461 8-26446 

4-95U7 8-19672 

4-9732 8-13008 

4-9866 806452 

5-0000 8 00000 

5-0133 7-93651 

5-026.^ 7-87402 

50397 7-81250 

50528 I 7-75194 

5-0658 7-69231 



5-0788 
5-0916 
5-1045 

5-1172 

5-1299 

5-142C 
5-1551 



7-63359 
7-57576 
7-51S8II 
7-46269 
"-4«741 

7-35294 
7-29927 



5-1676 7-24638 
5-1801 7-19421 
6-1925 I 7-14286 

5-2048'' 7-09221) 
5-2171 7-04225 
5-2203 6-99301 
5-2415 6-94441 
5-2536 6-S9655 

5-2656 ! 6-84932 
5-277(1 6-S0272 
5-289(i 6-75676 
5-3015 6-71141 
5-3133 6-66667 



151 


22801 


152 


23104 


153 


23409 


154 


-23716 ; 


155 


24025 

1 


156 


24336 


157 


24649 


158 


24964 


159 


2528 1 


160 


25600 


161 


25921 


162 


26244 


163 


26569 


164 


26896 


165 


27225 


166 


27556 


167 


27889 


168 


28224 


169 


2K561 ■ 


17C 


289t_-'0 


171 


29241 


172 


29584 


173 


2D929 


174 


30276 


175 


306-25 


17G 


30976 


177 


3 1 329 


178 


31684 


179 


3-2041 


180 


32400 


181 


32761 


182 


33124 


183 


33489 


184 


33856 


185 


34225 


186 


34596 i 


187 


34969 1 


168 


35344 


189 


35721 


190 


36100 


191 


36481 


19Si 


3ii864 


193 


37249 


194 


37636 


195 


38025 


196 


38416 


197 


3S«n9 


198 


39204 


190 


39(i01 


200 


40000 



3442951 
3511808 
358 1 577 
3652264 
3723875 

3790416 
3869893 
3944312 
4019679 
4O9G0O0 

4 17328 1 
4251528 
4330747 
4410941 
4492125 

4574296 
4057463 
4741632 
4826809 
4013000 

50002 U 
50884 IS 

5177717 
52680-24 
5359375 

5451776 
5545233 
5639752 
5735339 
5832000 

5929741 

6028568 
612H4H7 
6229504 
633 1 625 

6434856 
6539203 
6644672 
6751269 
685'.>'tOy 

6967871 
7077888 
7189<I57 
7301384 
7414875 

7529536 
7645373 
776-2392 
7880509 
80000UO 



12 
12 
12 
12 
12 

12 

12 
12 
12 
12 

12 
12 
12 
12 
12 

12 
12 
12 
13 
13 

13 

13 
13 
13 

13 

13 
13 
13 
13 
13 

13 

13 
13 
13 
13 

13 
13 
13 
13 
13 

13 
13 
13 

13 
13 

14 
14 
14 
14 
14 



■2882 


a 


■328,S 


3 


-3693 


5 


-4097 


5- 


-4499 


5 


-4900 


5- 


-5300 


5- 


•soyx 


5 


■609:. 


5 


■649 1 


5- 


-688ii 


5^ 


-7 27 'J 


5- 


-7671 


5- 


■8062 


5- 


-8452 


5 


■8841 


5- 


-9228 


5 


■9615 


5- 


■0000 


5 


-0384 


5- 


0767 


5- 


1149 


5 


-1529 


5' 


-1909 


5- 


-2288 


5- 


-2665 


5- 


-3041 


5- 


■3417 


5- 


-3791 


5- 


-4IG4 


5- 


-4536 


5- 


-4907 


5- 


■5277 


5 


■5647 


5^ 


■6015 


5- 


■6382 




■6748 


5' 


-7113 


O" 


■7477 




■7840 


5- 


■8-in3 




■8564 


5- 


-8924 


5" 


■9281 


5" 


■9642 


5' 


-0000 


5 


■0357 


5' 


■0712 


5 


-li'67 


5 


-1421 


5 



3251 6-62252 
3368 6'57895 
3485 6-53595 



3601 
3717 



6-49351 
6-45161 



3832 6-41026 
3947 ! 6-36943 



4061 
41 



6-32911 
6-28931 
4288 6-25000 



(.1 



4401 
4514 
4626 
4737 
4848 

4959 
5069 
5178 
528S 
■5397 

5505 
3613 
■5721 
■5828 
■5934 



0-21118 
6- 17284 
613497 
609756 
6^0606l 

6-02410 
598802 
5-95238 
5-91716 
5-88230 

5-84795 

5-81395 
5-78035 
5-74713 
5*71429 



6041 5-68182 
6147 5*64972 
6252 , 561798 
6357 I 5-58659 
6462 5-55556 

6567 5-52486 
6671 I 5-49451 
6774 5-46448 
IJH77 i 5-43478 
698U 5-40541 

7083 5-37634 
7185 ! 5-34759 
7287 ; 5-31915 
7388 I 5-29101 
7489 j 5-26316 

7590 5-23560 

7690 5'20833 

7790 5-18135 

789fi 5-15464 

7989 5-12821 

808S 5-10204 

8186 507C11 

8285 5-05051 

8383 5-1)2513 

8460 500000 



327 







FUNCTIONS OF NUMBERS, 
201 TO 300. 



So. 



&quaT«. 



Cube. 



Squaxc 
Root. 



Cube 



lOOO X 
KircipTocaJ 



No, Sc]uarc. 



cube. 



Square 
Root. 



Cube 
Root, 



1000 X 
Reciprocal 



201 
202 
203 
204 
205 

206 
207 

208 
£09 
210 

211 
212 
213 
214 
215 

216 
217 

218 
219 
2£0 

221 
222 
233 
224 
225 

226 

227 
228 
229 

230 



4U401 
40804 
41209 
41616 
42025 

4 24 30 
42«4P 
43204 
43G8! 
44100 

44521 
44944 
45369 
457% 
46225 

4f>fi5fi 
470S9 
47524 
47961 
48400 

48841 
49284 
49729 
50176 
50625 

51076 

51529 
51984 
52441 
52900 



231 53361 

232 53824 

233 54289 

234 54756 
236 55225 

236' 55606 
237' 56169 

238 56644 

239 57121 

240 57600 

241 58081 

242 58564 

243 59049 

244 59536 

245 60025 

246 60516 
247! 61009 

248 61504 

249 62001 
260, 62500 

328 



81^06U1 
8242408 
8365427 
8489664 
8615125 

874I81G 
8869743 
89989 r2 
912932U 
92610U0 



14-1774 
14-2127 
14-2478 
14-2829 
14-3178 



14-3527 ' 5 
14-3875 5 
14-4222 5 
14-4568 , 5 
14-4914 5 



9393931 ! 14-5258 I 5 
952S128 14-5602 5 
9HH3597' 14-5945 5 
981)0344 14-6287 5 
99^8375 14 -6629 5 



10077696 14-6969 
1(1218313' 14-7309 
10360232! 14-7648 
1H503459I 14-7986 
10648000 I 14-8324 

10793861 ! 14-8661 
10941048, 14-8997 
11089567! 14-9332 
11239424 14-9666 
11390625 15-0000 

115431761 15-0333 
11697083 15-0665 
11852352! 15-0997 
120089891 15-1327 
12167000 15-1658 



12326301 
12487168 
12649337 
12812904 
12977875 

13144256 
13312053 
13481272 
13651919 
13824000 



15-1987 
15-2315 
15-2643 
15-2971 
15-3297 



15-3623 6 
15-394S 6 
15-4272 6 
15-4596 , 6 
15-4919 6 



13997521 15-5242 
11172488: 15-5563 
14348907; 15-5885 



14526784 
14706125 

14886936 



15-6205 
15-6525 

15-6644 



15069223 15-7162 



15252992 
15438249 



15-7480 

15-7797 



15625000' 15-8114 G 



8578 4-97512 
8675 4-95050 
8771 4-92611 
8868 -4-iMil9b 
8964 4-87805 

9059 ■ 4-85437 
9155 4-83092 
9250 4 80769 
9345 4-78469 
9439 4-76190 



9533 
9627 
9721 
9814 
9907 

0000 

0092 



4-7393-1 
4-71698 
4-69484 
4-67290 
465116 

4-62963 
4-60829 



0185 I 4-58716 



0277 
0368 

0459 
0550 
0641 
0732 
0822 

0912 
1002 
1091 
1180 



4-56621 
4-54545 

4-52489 
4-50450 
4-48431 
4-46429 
4-44444 

4-42478 
4-40529 
4-38596 
4-36681 



1269 ■ 4-34783 

1358 4-32900 
1446 4-31034 
1534 4-29185 
1622 I 4-27350 
1710 4-25532 



1797 : 

1885 
1972 
2058 
2145 

2231 
2317 
2403 
2488 
2573 

265S 
2743 
2828 
2912 
2996 



4-23729 
4-21941 
4-20168 
4-18410 
4 16667 

4-14938 
4-13223 
411523 
4 09836 
408163 

-J nr'-,n4 

4 U485H 
4 03226 
4-016*J6 
4 00000 



251 
252 
253 
254 
255 

256 
257 
258 
259 



63001 
63504 
B4009 
645 1 6 
65025 

65536 
6li049 
06564 
07081 



2601 67600 

261 68121 

262 68644 

263 69169 

264 69696 

265 70225 



266 
267 
268 
269 
270 



70756 
71289 
71824 
72361 
72900 



271' 73441 

272! 73984 

273 74529 

274: 75076 

275. 75625 

276 76176 

277 76729 

278 77284 

279 77841 

280 78400 



281 
282 
283 
284 
285 



78961 
79524 
80089 
80656 
61225 



286 81796 

287 82369 

288 82944 

289 83521 

290 84100 

291 84681 

292 85264 



293 

294 



85849 
86436 



296 87025 

296 87616 

297 88209 

298 88804 

299 89401 

300 90000 



15813251 
16003008 
16194277 
16387064 
16581375 

16777216 
16974593 
17173512 
17373979 
1 7576000 

17779581 
17984728 
18191447 
18399744 
18609625 

18821096 
19034163 
19248832 
19465109 
1 9683000 

19902511 
20123648 
•20346417 
20570824 
20796875 

21024576 
21 253933 
21484952 
21717639 
21952000 

22188041 
22425768 
22665187 
22906304 
23149125 

23393656 
23639903 
23887872 
24137569 
24389000 

24642171 
24897088 
25153757 
25412184 
25672375 

25934336 
26198073 
264G3592 
2(i73M899 
270OUO0O 



15-8430 6-3080 3 
15-8745 , 6-3164 3 
15-9060 ' 6-3247 i 3 
15-9374 6-3330 3 
15-9687 6-3413 I 3 



160000 6-3496 

160312 6-3579 

16-0624 6-3661 

160935 6-3743 

161245 6-3825 

16-1555 6-3907 

16-1864 6-3988 

16-2173 6-4070 
10-2481 I 6-4151 

16-2788 6-4232 

16-3095 6-4312 

16-3401 6-4393 

16-3707 6-4473 

16-4012 6-4553 

16-4317 6-4633 

16-4621 6-4713 

10-4924 6-4792 

16-5227 6-4872 

16-5529 6-4951 

16-5831 6-5030 

16-6132 6-5108 

16-6433 6-5187 

16-6733 6-5265 

16-7033 6-5343 

16-7332 6-5421 



16-7631 
16-7929 
16-8226 
16-8523 
16-8819 

16-9115 
16-9411 
16-9706 
17 0000 
17 0294 

17-0587 
17 0880 
17-1172 
17-1464 
17-1756 

17-2047 
17-2337 
17-2627 
17-2916 
17-3205 



6-5499 
6-5577 
6-5654 
6-5731 
6-5808 

6-5885 
6-5902 
6-6039 
6-6115 
6-6191 

6-6267 
6-6343 
6-6419 
6-6494 
6-6569 

6-6644 
6-6719 
6-6794 { 3 



3 
3 
3 
3 
3 

3 
3 
3 
3 
3 

3 
3 

3 
3 

3 

3 
3 



6-6869 
6-6943 



3 
3 



98406 
96625 
95257 
93701 
92157 

90625 
89105 
87597 
86100 
84615 

83142 

81679 
80228 
78788 
77358 

75940 

74532 
73134 
71747 
70370 

69004 
67647 
66300 
64964 
63636 

62319 

61011 
59712 
58423 
57143 

55872 
54610 
53357 
52113 
50877 

49650 
48432 
47222 
46021 
44828 

43643 

42466 
41297 
40136 
38983 

3783S 

3670O 
35570 
34448 
33333 



lU. Sqva' 




M 936: 

9181 



95* 

tU 961( 

HI %7. 

tii riz^ 

m 9791 

HI 985i 

m 992: 

US 
m 



m 






« 



m 



M 
« 

Dt 

m 

m 
m 

Me 

Ml 

Mi 



Hi 
Ml 

M8 

is 




1000 n 

3-96625 

3-9525: 
3-93701 
3-9215; 

3 -90620 
3'89;05 
3-8750? 
3-86100 
3'8J6I5 

3-83143 ' 
. 3-81679 
1 3-80228 

! 3-'8:83 
1 3-77353 

' 3-75940 
i 3-74532 
' 3-73134 
3-71747 
i 3-70370 

1 3-69M4 

3 -67647 

3-66300 

'3-649M 

1 3-63636 

3-62319 

3-61011 
3-59712 
3-58423 
3-57J43 



3 ■55872 

3'53357 

352113 

3 -SOS-? 

3'49650 
3-48433 
3-472!3 
3-46021 

3-44828 

3-43643 
3 -42466 
3-4129' 
3-40136 
3-38383 

3.3783; 

3. 36700 
3.35570 

i333E 



» 



FUNCTIONS OF NUMBERS. 
301 TO 400. 



N». Square. 



Cube. 



Root. 



Cube 
Root. 



lOOO V 
RccLpioail 



No. Square. 



Cube. 



Square 

Root 



Cube 
Root. 



301 
302 

303 
304 
305 

306 
307 

308 
309 
310 

311 
312 
313 
314 
315 



yubOl I 27270901 17-34y'l I 6 
91204 27543608 17-3781 1 6 
91809 27SI8127 ' 17'4069 G 
92416 28094464 17-4356 6 
03025 28372G25 17-4642 



93G36'28C52616 
941349 2S934443 
94804 29218112 
95481 I 29503G29 
96100 29791000 



17-4&2& 
17-5214 



17-549& G 



17-5784 
17-60 6& 



96721 I 30080231 | 176352 
97344130371328 17-6635 



97969 I 30664297 
98596 30959144 



17-6918 
17-7200 



99225 31255875 17-7482 



316' 90856 31354496:17-7764 

317 100489 318551113 17'8045 

318 101124 32157432 17-8326 



319 101761 32461759 

320 102400,32768000 



17-8606 
17-8885 



321 103041,33076161 17-9165 

322 103684 33386248 179444 

323 104329 33698267,17-9722 

324 104976 34012224 180000 
325,105625 34328125,18-0278 



326 106276 
32; 106929 

328 107584 

329 108241 

330 I 108900 

331 i 109561 

332 1]02'>4 

333 110889 
334! 11I55C 
335 112225 



386 



34645976 
34965783 
35287552 
35611289 

35937000 

36264691 
36594368 
36926037 
37259704 
37595375 



18-0555 
18-0831 
18-1108 
18-1384 
18- 1659 

18-1934 
18-2209 
18-2483 
18-2757 
18-3030 



112896 



8371 113569 



379330561 18-3303 
38272753 18-3576 

338 114244' 38614472 183848 

339 114*t21 ! 3895821^1 18-4120 

340 115600 39304000 18-4391 



341; 116281 39651821 
342| 116964 40001688 
343, 117649 40353607 
844 I 118336,40707584 
345 119025 41063625 

346' 119716 41421736 

347 120409 41781923 

348 121104 42144192 

349 121801 I 42508549 
360, 122500 < 42875000 



18-4662 
18-4932 
18*5203 
18-5472 
18-5742 

18-6011 
18-6279 
18-6548 
18-6815 
18-7083 



6 
C 

6 

6 
6 
6 
6 

6 
6 
6 
6 
C 

6 

6 
6 
6 
6 

6 

a 

6 
6 
6 

6 
6 
6 
6 
6 

6 
6 
6 

6 



7018 3-322^:6 

7092 3-3 II lit! 

7166 I 3-3(1033 

7240 3-28947 

7313 ; 3-27869 

7387 3-26797 
7460 3-25733 
7533 1 3-24675 
7606 ! 3-23625 
7679 3-22581 



7752 
7824 
7897 
7969 
8041 



3-21543 
3-20513 
3-19489 

3-18471 
3-1740n 



8113 316456 

8185 3-15457 

8256 3-14465 

8328 3-13480 

8399 3-12500 

8470 3-11527 
8541 ! 310559 
8612 ! 3 09598 
8683 I 308642 
8753 3-07692 



8824 
8894 
8964 

9034 
9104 

9174 
9244 
9313 
9382 
9451 

9521 

9589 
9658 
9727 
9795 

9864 
9932 
0000 
00G8 
0136 

0203 
0271 
0338 
0406 
0473 



3-06749 
305810 
3 04878 
3 03951 
3 03030 

3-02115 
3-01205 
3-00300 
2-99401 
2-98507 

2-97619 
2-96736 
2-95858 
294985 
2-94118 

2-93255 
2-92398 
2-91545 
2-90698 
2-89855 

2-89017 
2-88184 
2-87356 
2-86533 
2-85714 



351 
352 
353 
354 
355 

356 
357 
358 
359 
360 

361 
362 
363 
364 
365 

366 
367 
368 
369 
370 

371 
372 
373 
374 
375 

376 
377 
378 
379 
380 

381 
382 
383 
384 
385 

386 
387 
388 
389 
390 

391 
SS2 
393 
394 
395 

396 
397 
398 
399 
400 



123201 
123904 
124609 
125316 
126025 

126736 
127449 
128164 
128881 
129600 

130321 
131044 
131769 
132496 
133225 

133956 
134689 
135424 
136161 
136900 

137641 
138384 
139129 
139876 
140625 

141376 
142129 
142884 
143641 
144400 

145161 
145924 
146689 
147456 
1482-25 

148996 
149769 
150544 
151321 
152100 

152881 
153664 
154449 
155236 
156025 

156816 
157609 
158404 

159201 
160000 



43243551 
43614208 
43986977 
44361864 
44738875 

45118016 
45499293 
45882712 
46268279 
46656000 

47045881 
47437928 
47832147 
482-28544 
48627125 

49027896 

49430863 

49836032 

50243409 

50653000 

51064811 
51 47884 S 
51895117 
52313024 
52734375 

53157376 
53582633 
54III0152 
54439939 
54872000 

55306341 
55742'Jf.8 
56181887 
566-23104 
57066625 

57512456 
579606U3 
58411072 
58863869 
59319000 

59776471 
60236288 
60698457 
6116-2984 
61629875 

62099136 
62570773 
G3044792 
63521199 
64000000 



1000 y 
RtaprocaJ 



1 18-7350 


7- 


: 18-7617 


7- 


18-7883 


7- 


18-8143 


7- 


18-8414 


7- 


18-8680 


7- 


1 18-8944 


7- 


■ 18-9209 


7- 


18-9473 


7- 


18-9737 


7- 


1 9 -0000 


t 


19 0263 


7- 


19-0520 


7- 


19-0788 


; ' 


l"J-lu5i.» 


7* 


19-1311 


7' 


19-1572 




19-1833 


7- 


19-2094 


7- 


19-2354 


7- 


1 19-2614 


7- 


19-2873 


7- 


19-3132 


7- 


19 3391 


7- 


j 19-3649 


7- 


19-3907 


7- 


1 19-4165 


7- 


19-4422 


7- 


19-4679 


7- 


19-4936 


7- 


19-5192 


7- 


19 -.5448 


7- 


19-5704 


7- 


19-5959 


1 


19-6214 


7- 


19-6469 


7- 


19-6723 


7- 


19-6977 


7- 


19-7231 


7- 


, 19-7484 


7- 


19-7737 


7- 


19-7990 


7- 


1 10-8242 


7- 


19-8494 


7- 


i 19-8746 


7- 


19-8997 


7- 


19-9249 


7- 


199499 


7- 


19-9750 


7- 


20 -0000 


7- 



■0540 I 2-84900 
■0607 ' 2-84091 
0674 I 283286 
■0740 ■ 2-82486 

■0807 2-81690 

-0873 2S0899 

■0940 2-80112 

1006 2-79331) 

1072 2'78552 

1138 2-77778 

1204 2-77008 

126y 2-7'i21J 

1335 2-75182 

1 I'lii 2-74725 

1466 2-73973 



1531 
1.T96 
1661 
1726 
1791 



2-7322 i 
2-72480 
2-71739 
271003 
2-70270 



1855 2-69542 

1920 2-68817 

lOSi 2-68097 

2U48 2-67380 

2112 2-66667 

2177 2-65957 
2240 ! 2-65252 
2304 I 2-64550 
2368 2-63852 
2432 2-63158 

249.') 2-62467 

2558 2 61780 

2622 2-r.Ii';'7 

268.'> 2-60417 

2748 2-597411 

2811 2-59067 
2874 I 2-58398 
2936 I 2-57732 
2999 2-5706^ 
3061 \ 2-56410 

3124 ' 2-5575.5 
3186 ; 2-55102 
3248 , 2-54453 
3310 2-53807 
3372 2-53165 

3434 2-5-J525 
3496 251S89 
3558 2-51256 
3619 I 2-50627 
3681 2-50000 



Mi 




329 



Irdex. 

Code. 



^1^ 




m 



FUNCTIONS OF NUMBERS. 

401 TO 500. 



No. Square. 



Cube. 



Square 

Ruol. 



Cube 
Root. 



lOOO < 
Kcciptucal 




No. Square. 



Cube, 



Square 
Root. 



CuU 
RooL 



1000 X 
Reciptocul 




160801 "64481201 
161004 64yti4808 
162409 65450827 
163216: 65939264 
164025 66430125 



406 
407 
408 
409 

410 

411 
412 

418 
414 
415 

416 
41T 
418 
419 
420 

421 
422 
423 

424 
42& 

426 
427 
428 
429 
430 

431 
432 
433 
434 
435 

436 
437 
438 
439 
440 

441 
442 
443 
444 
445 

446 
447 

448 
449 
450 



164830' 66923416 
16564^ C74iyi43 
166464 1 C79I7312 
I6728I (18417929 
IG8100 68921000 

168921 ; 69426531 
U.'J744 69934528 
17056'.* 70444997 
171 39t. 70957944 
172225. 71473375 



173056 
173889 
174724 
175561 
176400 

177241 
178084 
1 78929 
1 79776 
180625 

181471; 
1 82329 
1 83181 
1H404I 

181900 

1857G1 
1 86624 
1 87489 
l»K35t> 
1 S9225 



71991296 
72511713 
73034t)32 
735ti0059 
74088000 

74618461 
75151448 
75686967 
76225024 
76765625 

77308776 
7785148;j 
78402752 
78953589 
7U5O700O 

80062991 
80621568 
81182737 
81746504 
82312875 



20 0250 
20 0499 
20 0749 
20 0998 
20-1246 

201494 
20- 1742 
20-1990 
20-2237 
20-2485 

20 2731 
'20- 297 H 
20-32-24 
20 -3470 
20-3715 

20-3961 
20-420*; 
;iO-4450 
20-4695 
20 -493:1 

20-5183 
20-542<; 
20-5670 
20-5913 
20-6155 

20 -6398 

20 -oe^o 

20 -6882 
20-7123 
20-7364 

20-71105 
20 •784ti 
20 8087 
20 8327 
20 -8567 



7-3742 
7-3803 
7-3864 
7-3925 
7-3986 

7-4047 
7-4108 
7-4169 
74229 
7-4290 

7-4350 
7-4410 
7-4470 
7-4530 
7-4590 

7-4G50 
7-4710 
7-4770 
7-4829 
7-4869 

7-4948 
7-5007 
7-5067 
7-5126 
7-5185 



2-49377 
2-48756 
2-48139 
2-47525 
2-4G914 

2-46305 
2-45700 
2-45098 
2-44499 
243902 

2- 4330 "J 
2-42718 
2-42131 
2-41546 
2-40964 

2-40385 
2-39808 
2-39234 
2-38664 
2-38095 

2-37530 
2-36967 
2-36107 
2-35849 
2-35294 



7-5244 2-34742 

7-5302 2-34192 

7-5361 2-33645 

7-5420 2-33100 

7-5478 2-3255H 

7-5537 2-32019 

7-5595 2-31482 

7-5654 2-30947 

7-5712 2-30415 

7-5770 2-29885 



19000r, 82881856 20880li 

190969 83453453 20 9045 

191844 81027672 209284 

192721 84(;04519 209523 7 
: 93600 



194 481 
1 95.104 
1 96249 
1 97 1 36 
198025 

198916 
199809 
200704 
201601 
202500 



85184000 20-9762 



7-5828 2-29358 

7-588i; 228833 

7-5944 2-28311 

76001 2-27790 

7-6059 2-27273 



85766 I 21 
86350888 
86938307 
87528384 
88121125 

88716536 
89314623 
89915392 
90518849 
91125000 



210O0O 
21-0238 
21-0476 
21-0713 
21 -0950 

21-1187 
21-1424 
21-1660 
21-1896 
21-2132 



7-6117 
7-6174 
7-6232 
7 -62 89 
7-6346 

7-6403 
7-6460 
7-6517 
7-6574 
7-6631 



2 -26 75 7 
2-26244 
2-25734 
2-25225 
224719 

2 2421.'. 

2-23714 
2-23214 
2-22717 
2-22222 



91733851 


21-2368 


7-6688 


92345408 


21-2603 


7-6744 


92959677 


21-2838 


7-6801 


93576664 


21-3073 


7-6857 


94196375 


21-3307 


7-6914 


94818816 


21-3542 


7-6970 


95443993 


21-3776 


7-702li 


96071912 


21-4009 


7-7082 


96702579 


21-4243 


7-7138 


97336000 


21-4476 


7-7194 



451 1 203401 

452 < 204304 

453 205209 

454 206116 

455 207025 

456 ' 207936 
457 ' 208849 

458 209764 

459 210681 

460 211G0O 



461 2125211 97972181 21-4709 

462 213444 98611128 2r4942 

463 214369' 99252847 21-5174 

464 215296; 99897344 21-5407 

465 216225 100544625 21-5639 

466 217156 101194696 21-5870 

467 218089 101847563 21-6102 

468 219024 102503232 21-6333 

469 219961 103161709 21-6564 

470 220900 103823000 21-6795 



471 221841 

472 222784 



7-7250 
7 7306 
7-7362 
7-7418 
7-7473 

7-7529 
7-7584 
7-7639 
7-7695 
7-7750 



21730 
21239 
20751 
20264 
19 780 

19298 
18MI8 
18341 
17865 
17391 

16920 
16450 
15983 
15517 
15054 



104487111 21-7025 7-7805 
10515404K 21-7256 7-7860 



473 223729 105823817 21-7486 7-7915 



474 224676 106496424 

475 225025, 107171875 



21-7715 7-7970 
21-7945 7-8025 



478 226570 107850176 21-8174 

477 227529 108531333 2r8403 

478 228484 109215352 21-8632 

479 229441 109902239 21-8861 

480 230400 110592000 21 9089 



481 231361 

482 232324 

483 233289 

484 234256 
485 . 235225 



486 236196 

487 237169 

488 238144 

489 239 121 

490 240100 



111284641 
111980168 
112678587 
113379904 
114084125 

114791256 
115501303 
116214272 
116930169 
117649000 



21-9317 
21-9545 
21-9773 
22-0000 
22 0227 

22-0454 
22-0681 
22-0907 
22-1133 
22-1359 



7-8079 
7-8134 
7-8188 
7-8243 
7-8297 

7-8352 

7-8406 
7-8460 
7-8514 
7-8568 

7-8622 

7-8670 
7-8730 
7-8784 
7-8837 



491 241081 118370771 22-158.'» 78891 

492 242064 119095488 221811 7-8944 

493 243049 119823157 222036 7'8998 

494 241031. 120553784 22-2261 7-9051 

495 245025 121287375 222486 7-9105 

496 246010 122023936 22-2711 7-9158 
49T 247009 122763473 22-2935 7-9211 

498 24W»04 123505992 22-3159 17-9264 

499 249001 I 124251490 22-338:{ i 7-9317 

500 250000 125000000 22360 7 [ 7-9370 



2*14592 

2-14133 
2-13675 
2-13220 
2-12706 

2-12314 
2-11864 
2-11417 
2-10071 
2-10526 

2-10084 
2 09644 
209205 
2-087C8 
2-08333 

2 07900 
2 07469 
2 07039 
2-06612 
206186 

205761 
205339 
204918 
2 04499 
2-04082 

2-03666 
203252 
2-02840 
2-02426 
2-02020 

201613 
201207 
2-00803 
2-00401 

2 00000 



I 



1 

I 



I 



fc squ 



HI 2510 
2530 



WS 



IK 2550 



261)0 
Vr 2570 
W2580 
MS 2o90 
110 2601 

SU 2611 
SIS 2621 
m 2631 
514 2«41 
m 2«52 

Ue 2G62 
il7 liall 

Hi 2m 

ii9 -m 

iiO 2704 

S21 2714 
as 2724, 
an 2735: 
M4 2745 
Sa5;275e; 

iM 2766' 

IT 2777: 

m 27871 

S» 279S. 

SW 2m 

I 

Ml'28l9( 
«2 2ii30: 
* 28101 
W285i; 
MS 2862; 

2872< 
281I3( 



«7 

Us 

MO 



330 



»*S 29702 



Ms 

(to 



3"03o 
30 Hf, 

30250 



- . ,-■ d .^ ll 



2-21731 
2-2 1239 
2-20751 
2-20264 
2-19780 

2-\^m 

2-I«SU 
2-]«3^1 
2-17865 
2-17391 



fl 2-169M 
■6, 2' 16450 
;2,2-ls9g3 
8 2-15517 
3 2-15054 



2- 1-1592 
2-14133 
2-13675 

2-1 3220 
2-127&6 

212314 
2-11864 
2-11417 

2-10971 
2-10526 

2-1 DOM 

2-0 964 ^ 
2-&920S 

2-08768 

208333 

2-010 
2'07469 
2-O7039 
2'ft66l2 
2-06186 

2-05761 
205339 

2-04918 

2.(14082 



!9 
14 
19 
15 
•0 

i5 
■fi 
5 
'0 

!5| 

'0 

14 
18 
13 
IT 

i2 
IC 

-fi 

[4 
i8 

n 

Jfl 
U 

i' 

„ ! 2-03666 

' 2'0323^ 
■)'O28i0 
2-02429 
^02020 



14 
)5 



II 



> 



58 
II 
84 
17 

70 



2-01613 

2.0120 
■0080 

o-oo^oi 

•00000 



FUNCTIONS OF NUMBERS. 

501 TO 600, 



Ko. Square. 



Cube. 



Square 
Root. 



Cube 
Root. 



lono X 
Reciprocal 



6011251001 

602 252004 

603 253009 

604 25401(5 

605 255025 

606 2560 3G 

607 257049 
508 258064 
609 '259081 
610 2C0100 



125751501 
126506008 
127263527 
128024064 
128787625 

129554216 
130323843 
131096512 
131872229 

1 3205 1000 



22-3831) I 7-9423 
22-4054 7-9470 



22-4277 
22-4499 



7-9528 
7-9581 



22-4722 I 7-9634 



61li26112] 1133432831 
512,2021441134217728 
6131263169 1135005697 

514 264196 135796744 

515 265225 136590875 

516 266250 137388096 
617 '267289 138188413 
518 268324 138991832 
619 269361 139798359 
520 270400 140608000 



22-4944 
22-5167 
22-5389 
22-5610 
22-5832 

22-6053 
22-6274 
22-6495 
22-6716 
22-6936 

22-7150 
22-7376 
22-7596 
22-7816 
22-8035 



7-9686 
7-9739 
7-9791 
7-9843 
7-9896 

7-9948 
80000 
8-0052 
8-0104 
8-0156 

8-0208 
8-0260 
80311 
80363 
80415 



621 271441 

522 272484 

523 273529 
624 274576 



141420761 22-8254 
1422366481 22-8473 
143055667 22-8692 



r. ' 



625 



275625 



526 276676 

527 277729 
6281 278784 
629 i 279841 
530 280900 



531 1 281961 
632 283024 
533: 28.1089 



63^ 
635 



285156 
286225 



143877824 
144703125 

145531576 
146363183 
147197952 

148035889 
148877000 

14972129! 
150508768 
151419437 
152273304 
163130375 



22-8910 
22-9129 

22-9347 
22-9565 
22-9783 
23-0000 
23 0217 



8-0466 
80517 
80569 
8 0620 
80671 

8-0723 
80774 
80825 
80876 
8092" 



636 287296 

637 288369 
538 '289444 
636 290521 



640 



291600 



541 292681 
642 I 293764 
6431 294849 

644 I 295936 

645 297025 



646 
647 
648 
649 
660 



2981 ir> 
299209 
30030-1 
30MO1 

302500 



153990656 23-1517 
154854153. 23-1733 
155720872 23-1948 
156590819 23-2164 
157464000 

I5S340421 
1 5^220088 
160103007 
160989184 
161878625 

162771336 
163667323 
164566592 
165469149 

166375000 



230434 80978 
230651 ; 8-1028 
23-0868 . 8-1079 
23-1084 8-1130 
23-1301 8-1180 

81231 
' 8-1281 
I 81332 
i 8-1382 

23-2379 81433 
I 

23-2594 8-1483 

23-2809 8-1533 

23-3024 81583 

23-3238 8-1633 

23-3452 8-1683 

23-3666 8-1733 
23-3880 8-1783 
23-4094 8-1833 
23-4307 ! 8-1882 
23-4521 I 81932 



99601 
99203 
98807 
98413 
98020 

97629 
97239 

9685n 
96464 

96078 

95695 
95312 
94932 
94553 
94175 

93798 
93424 
93050 
92678 
92308 

91939 
91571 
91205 
90840 
90476 

90114 
89753 
89394 
89036 
88679 

88324 
87970 
87617 

87206 
86916 

86567 
86220 

85874 
85529 
83185 

84843 
84502 
84162 
83824 
83486 

83150 
82815 
82482 
82149 
S1818 



No. Square. 



Cube. 



Square 
Root. 



Cube 
Root. 



1000 X 
Reciprocal 



551 

552 



3036O1 '167284151 |23' 
304704 168196608 23 



553 30580!! I69U2377 .23 



554 306916 170031464 

555 308025 170953875 



556 



309136 



557 310249 



23 
23 



171879616 23 
172808693 i23 

558 311364 173741112 123 

559 312481 174676879 ]23 

560 313600 1175616000 ,23 



561 314721 176558481 23 

562 315844 ,177504328 23 



563 316969 

564 318096 



178453547 |23 
179406144 23 



568 322624 183250432 

569 323761 184220009 



570 324900 



185193000 



571 
572 
573 
574 
575 

576 
577 
578 
579 
580 

581 

582 
583 
584 
585 

586 
587 
588 

589 
590 

591 
582 
593 
594 
595 

593 
597 
598 
599 
600 



326041 186169411 

327184 187149248 

328329 188132517 

329476 189119224 



23 
23 
23 
23 



330625 190109375 23 

331776 191102976 124 
332929 192100033 i24 
334084 193100552 :24 
335241 194104539 ,24 
336400,195112000 ,24 

337561-196122941 24 

338724 197137368 24 

339889 1 198155287 24 

341056 199176704 24 

342225 200201625 24 



34339(i 
344569 
345744 
346921 
348100 



201230056 
-202262003 
203297472 
204336469 
205379000 



24 
24 
24 
24 
24 

24 



208527857 24 
209584584 24 
210S44875 24 



340281 206425071 

350461 207474688 24 

351649 

352830 

354025 

355216 211708736 24 

356409 212776173 24 

357604 213847192 24 

358801 '214921799 24 

360000 216000000 24 



565 319225 180362125 23 

566 320356 181321496 23 

567 321489 182284263 |23 

23 
23 
23 



•4734 


8 


1982 




-4947 


8 


2031 




-5160 


8 


2081 




-5372 


8 


2130 




-5584 


8 


21S0 




■5797 


8 


2229 


I- 


-6008 


8 


2278 


I • 


■6220 


8 


2327 




■6432 


8 


2377 




■6643 


8 


2426 




■6854 


8 


2475 




■7065 


8 


2524 




■7276 


8 


2573 




■7487 


8 


2621 


1 t 


■7697 


8 


2670 




■7908 


8 


2719 


< 


•8118 


8 


2768 




-832K 


8 


2816 




-8537 


8 


2865 




■8747 


8 


2913 




•8956 


8 


29G2 




-9165 


8 


3011' 




•9374 


8 


3059 




■9583 


8 


3 07 




■9792 


8 


3i5:i 




■0000 


8 


3203 




-0208 


8 


3251 




-0416 


8 


3300 




-0624 


8 


3348 




■0832 


8 


339(; 




■1039 


8 


3443 




-1247 


8 


3491 


4 


-1454 


8 


3539 




-1661 


8 


3587 




-1868 


8 


3634 




-2074 


8 


3682 




■2281 


8 


373(1 




•2487 


8 


3777 




-2693 


8 


382,', 


\ " 


-2899 


8 


3872 


I' 


•3105 


a 


3919 


1' 


•3311 


s 


3967 


I' 


-35 IC 


8 


4014 


I " 


-3721 


8 


4061 


1' 


■3926 


8 


4108 


|- 


'4131 


8 


4155 


1' 


■4336 


8 


4202 


1' 


■4540 


8 


4249 


r 


■4745 


8 


4296 


1' 


■4949 


8 


4343 


1' 



81488 
81159 
80832 
80505 
80180 

79856 
79533 
79211 
78891 
78371 

78253 
77936 
77620 
77305 
76991 

76678 
76367 
760 56 
75747 
75439 

75131 
74825 
74520 
74216 
73913 

73611 
73310 
7301O 
727 1 2 
72414 

72117 
71821 
71527 
71233 
70910 

70649 
703.'; 8 
70068 
69779 
6U492 

69205 
68919 
68634 
68330 
68067 

67783 
67504 
67224 

66915 
66667 



331 



indtx. 
Code. 



7 



voae. I 





FUNCTIONS OF NUMBERS. 
601 TO 700. 



No, Square 



CuW, 



SijlUirc 
RuaL 



Cube 
RooL 



\0Qt X 



eo2 

603 
604 



361201 217081801 24-51^3 8--I390 

3f.2404 218167208 24-5357 8-4437 

3ti3G09 2192Sf>227 24 5561 8 4484 

.?r,-l8I6 22034K864 245764 8-4530 

:*60025 221445125 24 5967 8 4577 



606 
607 



610 

611 
612 
618 
614 
616 

616 
617 
618 
619 
680 

621 
62S 
623 
624 

626 



367236 ?''?■ rfl1€ 
368449 ^..-..a543 
369664 224755712 
370881 225866529 
372100 226if8IOOO 



373321 
374544 
375769 
376996 
378225 



228099131 
220220028 
230346397 
231475544 
232608375 



24 
24 

24 
24 
24 

24 

24 
24 
24 
24 



379456 ;'33:44«',Mi 24 

380689 234885113 24 

381924 . HK12 24 

383161 -^.t;i7G659 24 

384400 . .iMKi 24 



627 



38564 1 

r(«68K4 
,^»129 
.HH9376 
-;«625 

301876 
3<t3I2» 

3'.'4384 
39564 1 
396000 



230483OCI 24 
240641848 24 

-.- -1 24 

244140025 25 

I 
24531437' 
246491883 
247673152 25 
248868189 25 
250047000 25 



6171 
6374 
6577 
6779 
6882 

7184 

73«6 
7588 
7790 
7992 



8-4623 
8-4670 
8-4716 
8 4763 
8 4609 

84856 
8-4902 
8-4948 
8-4994 
85040 



8193 8 5086 

8395 85132 

8596 8 5178 

8797 8 5224 

8998 8 5270 



9199 
9399 
9600 
9800 
0000 



1 

682 
633 
634 



'8181 251239591 '25 

'9424 252435968 25 

)•" ■> •.36137 25 

40195*. .^4840104 25 

4<i3225 256- 25 



■'" i300 

2:. 0400 

0590 

0799 

0998 

1197 
1396 
1595 
1794 
1993 



8-5316 

8 53R2 
8'54(>M 
8 54 53 
8 5499 

8 5544 
8 5590 
8 5635 
8 5681 
8 5726 

8-5772 

^ 

86- 




641 



644 

645 



tfitinr "!r~irft^rf tr t|g() 66997 

...--•.-,,, i., .389 8-6043 

lft?044 ^^9A04ft?'^ - -587 8-6088 

! •.'<'/t917nft 25 2784 86132 

.144000 25 2082 8 6177 

4IOft81 263374731 35 3180 8-6332 

412164 364609388 25 3377 8 6267 

41-' ?«5847707 25 3574 8 6312 

414-^1.^67089984 26 3772 " " 

416026 268336126 26 3909 ti k»ui 



667 



417316 a6MMl36 25 4165 8e446 

418609 270840023 26 4363 86490 

419804 373097792 25 4666 8 6636 

421301 2733&»449 25 4753 86679 

4 Z2600 274625000 25 4951 86834 



1 -66389 
1-66113 
1 -65837 

I ■ 65*^8 9 

1'65fil7 
1 '64745 

1-04474 
1-64204 
1 a3'J34 

1 6366C 
1 63399 
1 63132 
1 62866 
1 62602 

1 62338 
1 -62075 
I 61812 
161551 

1-61 291) 

1-61031 
1 60772 
I t]t\U\4 
I T.025f. 
t OUOOO 

1 59744 
I 5949(1 

I " ■ i\ 

1 ,,h'.(A3 
158730 

Tfi«179 

ft 

. 'f 

] 574W> 

1-57233 

1 -56981; 

1 5674^1 
1 '.r.4n'. 

I -56*^6 



> 



■ 1 

. 1 



No. St|uiuc 



Cube. 



KooL 



Cube 
Hoot, 



1000 y 
Reel 



64799 
64660 

54Jil 
54'th3 
63»4r. 



651 423801 276894451 

662 425104 277167808 

668 426409 278445077 

664 427716 2797262G4 

666 429025 281011375 



prooJ 



656 430336 

657 4316-19 

658 432064 

659 434281 

660 435600 

661 436921 

662 438244 
668 439669 
664 440896 
666 442225 



443556 
444889 
446224 
147561 
446900 

460241 
451584 
452929 
454276 
466626 

466970 
4 

4.'i^<ih4 
461041 
402400 

463761 
486124 
466489 
407«5« 
4692 

470596 
471969 
473344 

4'^4^'Jl 

1 . (. i IMJ 

477481 
478864 
480349 
48lf 
4830 2J 

484416 
4RMI09 

4' 

488601 

400000 



667 
668 

669 
670 

671 
679 
678 

674 
676 

676 
677 
678 
679 



681 
682 



666 



282300416 
283593393 
284890312 

286191179 
287496000 

288804781 
290117526 
291434247 
292754944 
294079626 

295406396 
296740963 
2".i»077632 
299418309 
300763000 

302111711 
303464448 
304821217 
306182024 
307546876 

308915776 

:illt>t>j752 

3130; 

3144J^uuu 

31682I24I 
317214668 
318611987 

^14 

jMiwizr. 



087 



689 

690 

691 



-'8856 

j^**.42703 
326600672 
•r>-A 82769 
...^.AiOOOO 



25-5147 
25-5343 
25-5539 
25 5734 
26-5930 

26-6125 
25-6320 
25 6515 
25 6710 
25G90S 

25-7099 
25-7294 
25 7488 
26-7682 
257876 

25 8070 
25 8263 
25 8467 
25 8660 
25 8844 

26-903? 
25 9230 

25 9422 
26-9616 
26-9808 

26-0000 
26^192 
26^384 

576 
^i#u76S 

261)060 
26-1151 

26 1343 
26 1634 
26 1725 

36-1018 
26 2107 
26-2298 



8-6668 1 1-63610 
8-6713 153374 
8-6757 I 53139 
8-6801 1-52906 
8-6845 1 52672 



8-6890 
8-6934 
8-6978 
8-7022 
8-7068 

8-7110 
8-7154 
8 7198 
8-7241 
8-7286 

8-7329 
8-7373 
8 7416 
8-7460 
8-7503 

8-7647 
8-7690 
8-7634 
8-7677 
8-7721 

8-7764 
87807 
8-7850 
8-7893 
8-7937 

8-7980 
8 8023 
8 8066 
88109 
8 8152 

8-8194 
8 8237 
8 8260 



694 

H95 



3299MI7I 
331373886 

4;^5:iM 
JJ67U2376 

3371SS636 

^3aiMi73 

CWOMOS 
43090 



1 I 


„ .-.j06 


36 2869 


88408 


20 3059 


88451 


■ . ; ■ 


1'J3 


:^«> 3439 


8«538 


20-8639 


88678 


36 3818 


8-a63t 


36-4008 


8-866S 



00 



36-4197 
3«l-4386 

.75 



8-8706 

8 H748 
8 8790 



1 -62439 
I -62207 
1 51976 

1-51745 
1-51516 

1 51280 
1-51057 
1-50830 
1-60603 
1-50376 

I 50150 
1-4992A 
I 49701 
1-49477 
I -49254 

I -49031 

1-48810 
1 48686 
1-48366 
1-48148 

1 -47029 
14771 I 

147498 
1 47276 
r 47059 

I 46843 
I -46636 
1-46413 
1-46199 
I 45985 

1-45773 
1 45560 
' 1149 
i 4^136 
1 -44986 

1-44718 
1 44509 
I 44300 

1-44093 
1*43886 

I •48678 
1-43473 
1-43387 

1 43063 
1 42857 



m 






« 
^ 




Mvi^ '-> n <'*r-^w(;*ji-- 



tOWx 
Keopnci 



■53610 
■53374 

■53139 
■52905 
■52672 

■52439 

■52207 
■5197S 
■51715 
■31515 

■512«6 

■5105: 

-50S30 

■50602 

■50a76 

■50150 

■49925 
■49701 
■49477 
■49254 

■49031 
'48810 
-48568 
■48368 
■48148 

■47929 
■47711 
■47493 

■47275 
■47U59 

■46S43 

-46626 

■46419 

■461«9 
'45985 

■45773 

■455W 
■45349 

•45138 

■449;8 

■44718 
■44509 

■-44300 
■44093 
■43885 



I 

J 
1 

I 




FUNCTIONS OF NUMBERS. 
701 TO 800. 



No. 



Square. 



Cube. 



Square 
Root. 



Cube 
Root. 



1000 X 
! Reciprocal 



No. Square. 



Cube. 



Square 
Root. 



Cube 
Root, 



1000 ^ 
Rccipiocal 



701,491401 344472101 26 
708; 492804 345948408 26 
708 494209 347428927 26 
704 495616 348913664 26 
706 497025 350402625 26 

706 498436 351895816 26 

707 499849 353393243 26 

708 501264 354894912 26 

709 502681 356400K29 26 
710,504100 ,357911000; 26 



711 505521 359425431 26 

712 506944 360944128 26 

713 508369 362467097 26 
714 ' 509796 363994344 26 

715 511225 365525875 26 

716 512656 367061696 26 

717 514089 368601813 26 

718 515524 370146232 26 

719 516961 371694959 26 

720 518400 373248000 26 

I I 

781 519841 374805361 26 

722 521 284 376367048 26 

723 522729 377933067 26 

724 524176 379503424 26 

725 525625 381078125 26 



726 527076 

727 528529 

728 529984 

729 531441 

730 532900 

731 534361 

732 535824 

733 537289 

734 538756 

735 ,040225 



382657176 26 
384240583 26 
385828352 26 
387420489 27 
389017000 27 

I 

390617891 27 
392223168 27 
393832837 27 
395446904 27 
397065375 27 



736 541696 398688256 27 

737 543169 -100315553 27 

738 544644 401947272 27 

739 546121 403583419 27 

740 547600 j405224000 27 

741 549081 406869021 27 

742 550564 408518488 27 

743 552049 410172407 27 

744 553536 411830784 27 
746 555025:413493625 27 

746 556516 j415160936 27 

747 558009 j416832723 27 

748 I 559504 i4I8508992; 27 
749 ' 561001 420189749 27 
760 562500 421875000 27 



4764 , 8-8833 1 



4953 
5141 

5330 



8-8875 1 
8-8917 1 
8-8959 1 



5518 8-9001 1 



5707 ^■9043 
5895 8^9085 
6083 8-9127 
6271 8^9169 
6458 , 8-9211 



6646 
6833 
7021 
7208 
7395 

7582 
7769 
7955 
8142 
8328 

8514 
8701 
8887 
9072 
9258 

9444 
9629 
9815 
0000 
0185 

0370 
0555 
0740 
0924 
1109 

1293 
1477 
1662 
1846 
2029 

2213 
2397 
2580 
2764 
2947 

3130 
3313 
3496 
3679 
3861 



8-9253 
8-9295 
89337 
8-9378 
8^9420 

89462 
89503 
8-9545 
8-9587 
8-9628 

8 9670 
897n 
8-9752 
89794 
8-9835 

8 ■9876 
8-9918 
89959 

9 0000 
90041 

9 0082 
90123 
9-0164 
90205 
90246 

90287 
90328 
90369 
904 10 
90450 

90491 
90532 
90572 
90613 
90654 

90694 
90735 
90775 
90816 
9 0856 



42653 
42450 
42248 
42046 
41844 

41643 
41443 
41243 
41044 

40845 

40647 
40449 
40253 
40056 
39860 

39665 
39470 
39276 
39082 

38889 

38696 

38504 
38313 
38122 
37931 

37741 
37552 
37363 
37174 
36986 

3G799 
3G612 
36426 
36240 
36054 

35870 
35685 
35501 
35318 
35135 

34953 
34771 
34590 
34409 
34228 

34048 
33869 
33690 
33511 
33333 



751 
752 
753 

764 
755 

7se 

757 
758 
759 
760 

761 
762 
763 
764 
765 

766 
767 
768 
769 
770 

771 
772 
773 

774 
776 

776 
777 

770 

780 

781 
782 

783 
784 
785 

786 
787 
788 
789 
790 

791 
792 

793 
794 
795 

796 

797 
798 
799 
800 



■564001 423564751 

565504 425259(108 

567009 426957777 

568516 428661064 

570025 430368875 



571536 
573049 
574564 
576081 
577600 

579121 
580644 
582169 

r»83G9f5 
585225 

586756 
588289 
589824 

."igiaei 

592900 

594441 
595984 
597529 
599076 
600625 

602176 
603729 

(505284 
606841 
608400 

609961 
G11524 
G13089 
614656 
616225 

617796 
619369 
620944 
622521 
624100 

625681 
627264 
628849 
630436 
632025 

633616 

635209 
63GS04 
G38401 
G 4 00 00 



432081216 
433798093 
435519512 
437245479 
438976000 

440711081 
442450728 
444194947 
445943744 
447697125 

449455096 
451217663 
452984832 
454756609 
456533000 

458314011 
460099648 
461889917 
463684824 
4654S4375 

467288576 
469097433 
470910952 
472729139 
474552000 

476379541 
478211768 
480048687 
481800304 
483736625 

485587656 
487443403 
489303872 
491169069 
493039000 

494913671 
496793088 
498677257 
500566184 
502459875 

504358336 
506261573 
508169592 
510082399 
512000000 



27-4044 ! 9 

27-4226 9 

27-4408 : 9 

27-4591 9 

27-4773 9 

27-4955 9 

27*5136 9 

27-5318 9 

27-5500 9 

27-5681 9 

27-5862 j 9 

27-6043 9 

27-6225 9 

27 6405 9 

27-6586 9 

27-6767 9 

27^6948 9 

27-7128 9 

27-7308 9 

27-7489 9 

27-7669 9 

27-7849 9 

27 8029 9 

27 8209 1! 
27-8388 9 

27-8568 9 

27-8747 ' 9 

27-8927 9 

27-9106 9 

27-9285 9 

27-9464 9 

27-9643 9 

27-9821 9 

280000 9 

280179 9 

280357 9 

28-0535 9 

2807 13 I 9 

280891 9 

281069 9 

28-1247 9 

281425 9 

28-1603 9 

281780 9 

28- 1957 9 

282135 9 

28-2312 9 

282489 9 

28-2666 9 

28 2843 9 



0896 
0937 
0977 
1017 
1057 

1098 
1138 
1178 

1218 
1258 

120S 
1338 
1378 
1418 
1458 

1498 
1537 
1577 
1617 
1657 

1696 
1736 
1775 
1815 
1855 

1894 
1933 
1973 
2012 
2052 

2091 
2130 
2170 
2209 
2-248 

2287 
2326 
2365 
2404 
2443 

2482 
2521 
2560 
2599 
2638 

2677 
2716 
2754 
2793 
2832 



1-33156 
1-32979 
1-32802 
1-32626 
1-32450 

1-32275 
1-32100 
1-31926 
1 -31752 
1-31579 

1 31406 
1-31234 
1-31062 
1-30890 
1-30719 

1-30548 
1-30378 
1-30208 
1-30039 
1-29870 

1-29702 
1-29534 
1-29366 
1-29199 
1-29032 

1-28866 
1 -28700 
1-28535 
1 -28370 
1-28205 

1-28041 
1-27877 
1-27714 
1-27551 
1-27389 

I -27226 
1 -27065 
1-26904 
1-26743 
1-26582 

1-26422 
1-26263 
1-26103 
1-25945 
1-25786 

1 -25628 
1 25471 
125313 
1-25156 
1 -25000 



f\ 



333 



CMC. 






FUNCTIONS OF NUMBERS. 
801 TO 900. 



Kc. Squaic- 



Cube. 



Squnn 
Root. 



Root. 



Redpf'NMl 



Ko. Squoj-e. 



Cube. 






i.:iibe 
Root 



lOUO X 
Reciprocal 



801 
802 
803 
804 
805 

806 

SO'; 

80b 
809 
810 

811 
812 
813 
814 
815 

816 
817 
818 
819 
820 

821 
822 



G1I601 .il392:i-J01 -IS 

(34320-1 51584960» 28 

(i44S05» 517781627 28 

646410 51971S4G4 28 

G4.S025 o2lli60l2r. 28 

G49fi3fi S23G06616 28 

651249 523557943 28 

G52804 527514! U 28 

654481 :.29475I2P 28 

C5G100 •)3U4100O 28 

I 

6!i;721 333411731 28 

fl5'J34 1 ■>35387328 28 

GQOiHiit 5373(37797 28 

6G259I1 539353I4-J 28 

(iG4225 .541343375 23 

G0.5S5G 543338491; 28 

6li748i' 54533S513 28 

f.6912J 54734:1432 28 

G707tit 54935325H 28 

672400 551368000 28 



824 
825 

826 
827 

828 
829 
830 

831 
832 
833 



674041 .553387661 
675(iKI 55541224K 
677329 ,157441767 
678976 559476224 
680625 561515625 

68227r, T '-,397C 

68392!! '"^3 
G8.S58I '2 

687241 .>,..! 6\> 

688900 ,571787000 



28 
28 
28 
28 
28 

2S 

28 
2K 
28 



•3U11) 


u- 


■3190 


9^ 


■3373 


9- 


•3549 


9- 


■3725 


9- 


■3901 


9- 


■4077 


9- 


■4253 


9- 


■4429 


9- 


■4005 


9- 


■4781 


9- 


■4056 


9- 


■5132 


9^ 


■5307 


9^ 


■5482 


9- 


■5657 


9- 


5832 


9^ 


■00(>7 


9- 


■fil82 


9- 


0356 


9^ 


■C531 


9- 


■6705 


9^ 


-6880 


9 


■7054 


9- 


7228 


«■ 


7402 


9- 


7576 


9^ 


77.W 


9- 


7924 


y- 



2870 
2909 
29 IH 
298L- 
3025 

3063 
3102 
3140 

3179 
3217 

3255 
3294 
3332 
3370 
3408 

3447 
3485 
3523 
3561 

3599 

3637 

3675 
3713 
3751 
3789 

3827 
3865 
3902 
3940 



2IC8097 9*3978 



835 

838 
8S7 
838 



840 

841 
842 
848 
844 
846 

846 
847 
848 
848 



690561 573856191 28-8271 9 

r>!tL'L.'24 57.V,t:t03G8 28-8444 9 

C93889 57800'.<537 288617 9 

G'-'" '.KOOiiJTOI 2K 8791 9 

G<J.\<:^^ 58216287.'' 288964 9 

69889ti 58427705f- 2S9I37 9 

700569 586(702:. . 9310 9 

702244 "472 2K 9482 9 

703921 59058971 . S655 9 

705600 59270400K iH WW 9 



707281 '^'■'"'■i32l 

708964 1 768* 

Tl'^'-l'. ;7107 

71-.^ .1211584 

714025 603351125 

715716 60549573f 
717409 60764' ■■- 
719104 6098001W^ 
720601 611960049 
72250(1 f.M125000 



290000 9 

290172 9 

29 0345 9 

290517 9 

29-0689 9 

29-0861 ; 9 

1033 9 

;^v 1-204 9 

291376 9 

2'J151R 9 



4016 
4053 
4091 
4129 
4166 

4204 
4241 

4279 
4316 
4354 

4391 
4429 
4466 
4503 
4541 

4S78 
4615 

4652 
4690 
4727 



1-24844 
1-24688 

1 -245;i;i 

1-24378 
1 24224 

r24069 
1 2391 6 
1 -23702 
1-23609 
1-23457 



1 



23305 



1 231 53 

1-2300] 
1 -22850 

I ■2269!' 

1-2254'.' 
1-2239;) 
1-222 4'. t 
1-22100 
1-21951 

1-21803 
1-21655 
1-21507 
12 1 350 
1-21 2 1'J 

121065 
l-20!t|<' 
1-2077;) 
1 20627 
I 20482 

120;J37 
1-20192 
1-2004 K 
1- 19904 
1-19760 

119617 
119474 
11 9332 
ri9l89 
ri904rt 

1-I8g06 

i-i«7f.r, 

1 18624 
1 18483 
1-18343 

1-16203 
1-18064 
1 - 1 7925 
r 17786 
I 17647 



851 
852 
853 
854 
855 

856 
857 

858 
859 
860 

861 
862 
863 

864 
865 

866 
867 
868 
869 
870 

871 
872 
873 

874 
875 

876 
877 
87S 
870 
880 

881 
882 
883 
884 
885 

886 
887 
888 

889 

890 

891 
892 
893 
804 
8M 

8»e 

887 
888 
890 
900 



724201 i6I6^2y505l 
725904 61847020M 
727G09 I 620650477 
72y31(; 622835864 
731025 625020375 

732736 6272220 1G 

734449 629422793 

73ti!G4 6316-28712 

73788T 633S39779 

739G00 636056000 



29^1719 I 9-4764 
29-1890 ! 9-4801 
29-2062 94838 
29-2233 9-4875 
29-2404 9-4912 

29-2575 9-4949 

29-2746 D-4986 

29-2916 95023 

29-3087 95060 

29-3256 9 5097 



9-5134 
9-5171 



741321 638277381 29-3)28 

713044 640503928 29-3598 

7447G1* G4-2735647 29-376i! , 9-5207 

74G19(; 644972.^44 29-3939 | 95244 

748225 G47214ti25 29-4109 , 9-5281 



74995r. 
751689 
753424 
7.'»5H.I 
756900 

75864 1 
760384 
762129 
763876 
7G5G25 

767376 
709129 
770884 
772641 
7744(10 

77G16I 
777924 
779689 
781456 
783225 



660776311 

663054K48 
605338617 
6676-27624 
669921875 



-J 



784996 

786769 
788544 

790321 
792100 

79386 1 
795664 
797449 
799236 
801025 

802816 

804609 

806404 

808201 

810000 



672221376 
674526133 
676830152 
679151431) 
681472000 

683797841 
686128968 

fl.-- I' ■ . ,■ 
690807 104 
693154 12.5 

605506456 

6978(VMn-i 

700^_. ■.-■.- 
702595369 
704969000 

707347971 
709732288 
7I212I957 
714516984 
716917375 

719323136 
721734273 
724150792 
726572699 
729000000 



1-17509 
1-17371 
1-17233 
1-17096 
1-16959 

1*16822 
1-16686 
1 - 1 6550 
1-1G414 
1 1G279 

1-16144 
|-If.O09 
1-15875 
115741 
1-15007 

II 5473 
1-15340 

I-I5207 
115075 
1-14943 

1-14811 
M4679 
1-14548 

1-14416 
114283 

1-14155 

1-14025 
1-I3«y5 
|-137iiii 
1-13636 

1-13.507 
1-13379 
I-I3250 
29-7321 9 5973 ; 1-13122 



6494G189ti 29-4279 95317 

651714363 294449 95354 

6.53U7-20T2 29-4618 9-5391 

65623490'.* 29 4788 95427 

658503000 29-4958 9-5464 



29 5127 

29-5296 
29-5466 
29-5635 
29 5804 

29 5973 
29-6142 
29-6311 
29 6479 

29-6648 



9-5501 
9-5537 
9-5574 
9-5610 
9-5647 

95683 
9 5719 

9 5756 
95792 
9 5828 



29-681 1. 9 5865 
29-6985 9-61H31 
29-7153 9-5937 



29-7489 9-6010 



29-7658 
29-7825 

29-7993 
29-8Ifil 

■^ . ...» 

29 ■SI 96 
20-8664 
29 883 1 
29 ■6998 
29^9166 

29-9333 
29-9500 
29-9666 
29-9833 
30-0000 



9*6046 
9-6082 
9-6118 
9-6154 
96100 

9-<226 

9-6262 
9-6298 
9-6334 
9-6370 



I -1 2994 

11 2867 
112740 
112613 

1-12486 
1-12360 

ri223S 

1 i:j ■ 

t 11 ij 

lllh.*7 
111733 



0-6406 ; 1-11607 
9-6442 11 1483 
9-6477 I 11 1359 
96S13 1-11235 
9-6549 111111 



384 



mm 

8154 

8190 



tf: S226 
S244 
S262 

nc mi 

111 8299 
MS 83i7 
113 mh 
m S353 
Ufi 8372 

I 

9ie S390 
M: 840S 
118 8427 

119 m^ 

8464 



m 8482 

8500 
8519 
8537 
IIS&556 



k; 



8593 
Mil, 

8630 
no S64» 

ttl 8667i 

K 86ge 

W 870* 
IM 8723. 
Hi 8742; 

•W 8760: 

^ «77ft 
US > 



H188S41 
£M9^ 





wTrr 



H*.'^' 



1000 X 

I ri7509 

1 1-17371 

II-I7233 

1-17096 

1-16959 

1-16822 

1-16686 

1-16550 

: ri61U 

. ri6279 

I-16U4 

1-1G009 

. 1-15875 

1-15741 

1 1-15607 

1-1M73 
1' 13340 

1-15207 

■ ri5o:5 

1' 14943 

114811 
!■ 14679 
1' 14548 
114416 
1 1-14288 

114155 
1- 14923 
1-I38y5 
1-13766 
1-13636 

' 1-13507 
1-13379 
1-13250 

I-I3!2i 

1-12994 

1-12867 
!■ 12740 
1.12613 

1.12486 

1-12160 

1-12233 

1-12108 

1-11982 
1-11857 
1-11732 

1-11607 

1-11483 

1-11359 

-1 1235 

■11111 



FUNCTIONS OF NUMBERS. 

901 TO 999. 



No. Square. 



Cube. 



Square 
Root. 



Cube 
Root. 



1000 A 
Reciprocal 



901 811801 

902 813G04 

903 815409 

904 8172IG 

905 819025 

906 ' 820836 

907 822649 

908 8244G4 

909 826281 



910 



S28100 



911 829921 

912 , 831744 
913 , 833569 

914 I 835396 

915 I 837225 

916 839050 

917 840889 
918 ' 842724 



919 
920 



844561 
846400 



921 848241 

922 850084 
925 851920 

924 8537 7ti 

925 855625 

926 85747G 

927 859329 

928 861184 

929 863041 

930 864900 

931 86G761 

932 868624 
933 ' 870489 

934 I 872356 

935 874225 



936 
937 
93S 
939 



876096 
877969 
879844 
881721 



940 . 883600 



941 
942 
943 
944 
945 



885481 
887364 
889249 
891136 
893025 



946 894916 

947 896809 



048 
949 
950 



S98704 
900601 
902500 



731432701 30 
73387D80J< 30 
736314327 30 
738763264 30 
7412176251 30 

I 

743677416] 30 

746I42643I 30 
748613312! 30 
7510894291 30 
753571000 30 



756058031 
758550528 
761048497 
763551944 
766060875 

768575296 
771095213 
773620632 
776151559 
778688000 

781229961 
783777448 
786330467 
788889024 
791453125 



30 
30 
30 
30 
30 

30 
30 
30 
30 
30 

30 
30 
30 
30 
30 



794022776 30 
796597983 30 
7991787521 30 
801765089 30 
804357000i 30 

806954491 30 
809557568 30 
812166237 30 



814780504 
817400375 



30 
30 



820025856 30 
822656953 30 
825293672 30 
827936019 30 
830584000 30 



833237621 30 
835896888 30 
838561807 30 
841232384 30 
843908625 30 

846590536! 30 
8492781231 30 



851971392 
854670349 
857375000 



30 
30 
30 



0167 I 9-6585 
0333 9-6620 
O500 9-6656 
0666 9-6692 
0832 9-6727 



0998 
1164 
1330 
1496 
1662 

1828 
1993 
2l5y 
2.324 
2490 

2655 
282(1 
2985 
3150 
3315 

3480 
3645 
3809 
3974 
4138 

4302 
4467 
4631 
4795 
4959 

5123 
5287 
5450 
5614 
5778 

5941 
6105 
6268 
6431 
6594 

6757 
6920 
7083 
7246 
7409 

7571 
7734 
7890 
8058 
8221 



9-6763 
9 6799 
9-6834 
9-6870 
9-6905 

9-6941 
9-6976 
9-7012 
9-7047 
9-7082 

9-7118 
9-7153 
9-7188 
9-7224 
9-7259 

9-7294 
9-7329 
9-7364 
9-7400 
9-7435 

9-7470 
9-7505 
9-7540 
9-7575 
9-7610 

9-7645 
9-7680 
9-7715 
9-7750 
9-7785 

9-7819 
9-7854 
9-7889 
9-7924 
9-7959 

9-7993 
9-8028 
9-8063 
9-8097 
9-8132 

9-8167 
9-8201 
9-8236 
9-8270 
9-8305 



10988 
10865 
10742 

inei't 

10497 



M0373 
r 10254 
1-10132 
MOOll 

l-U'JB'JU 

1 09769 
1 -09649 
1 -09529 
1 09409 
1-09290 

1-09170 
1 -0905 1 
1 08932 
108814 
1 08696 



08578 
08460 
08342 
08225 
08108 



1-07991 
1-07875 
1-07759 
1-07643 
1 -07527 



07411 
07296 
07181 
07066 
06952 

06838 
06724 
06610 
06496 
06383 

06270 
06157 
06045 
05932 
05820 



1-05708 
1 -05597 
1 -05485 
1 -05374 
1 -05263 



No, Square. 



Cube. 



Square 
Root. 



951 
952 
958 
954 
956 



904401 
906304 
9082 0'.» 



860085351 
662801408 
865523177 
9101 U; [868250664 
912025 : 870983875 



Cube 
Root. 



30-8383 
30-8545 
30-8707 
30-8SGy 
30-9031 



956 913936 
957 , 915849 
95t- 917764 

959 *J 19681 

960 921000 

961 923521 

962 925444 

963 ' 9273611 

964 I l)2929(; 
965 ' 931225 

966 933 15r. 

967 9350811 

968 937024 

969 938961 
970 , 9400UU 

971 942841 

972 I 944784 

973 ; 94672'.i 

974 i 94867f. 

975 950625 



873722816 30-9192 
8764G7493 30-9.154 
879217912 30-9516 
881974079, 309677 
884736000 30-9839 



887503681 ' 31-0000 
890277128 31-0101 
893056347 31-0322 
895841344 31-0483 
898632125 31-0644 

901428G9G 31-0805 
904231 n(;3 31-0966 
907039232 31-1127 
909853209; 3M288 
912673000 31-1448 

915498611 ' 31-1609 
918330048' 31-1769 
921167317 31-1929 
924010424' 31-2090 
926859375 31-2250 



9-8339 
9-8374 
9-8408 
9-8443 
9-8477 

9-8511 
9-8.54f> 
9-8580 
9-8614 
9-8G48 

9-8683 
9-8717 
9 ■8751 

9-8785 
9-8819 

9-8854 
9-8888 
9-8922 
9 -8950 
9-8990 

9-9024 
9 -9058 
9-9092 
9 -9 12(1 
9-916U 



976 95257(i 929714176 31-2410 

977 954529 I 932374833 ' 31-2570 

978 956484 935441352 31-2730 

979 1)58441 938313739 31-2890 9-9295 

980 96040U 941192000 31-3050 : 9-932'.) 



99I91 
9-9227 
9-9261 



981 962361 ! 944076141 31-3209 

982 964324 946966168 31-3369 



983 966289 

984 ',n;825G 
980 970225 



949862087, 31-3528 
9527G3904, 31-3688 
955671625 31-3817 



986 '972190 958585256 31-4006 
9871974169 961504803 31-4166 
988' 976144 964430272 31-4325 

989 978121 ,967361669; 31-4484 

990 980100 970299000 1 31-4643 



991 

992 
993 
994 
995 

996 



982081 973242271 ; 31-4802 
984064 '976191488 31-4960 



986010! 979146657 



31-5119 



988II3G 982107784 31-5278 



990025 



985074875 31-5436 



998 
999 



992016! 988047936 
991026973 



997 99400"J 



996004 
998001 



31-5595 
31-5753 



994011992 31-5911 
997002999! 31-607U 



9-9363 
9-9396 
9-9430 
9-9464 
9-9497 

9-9531 
9 -9565 
9-9598 
9-9632 
9-9666 

9-9699 
9-9733 
9766 

■9800 
9833 



9 
9 
9 



9-9866 
9 -99011 
9-9933 
9-9967 



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Rcdproail 



1 
1 
1 
1 
I 

1 
I 
1 
1 
1 

1 
1 
1 
1 
1 

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1 

1 

1 

1 

1- 

I 

1 

1 

1 

1 
1 
1 
1 

I 



■05152 
■05042 
04932 
■04822 
•04712 

■04603 
■04493 
■04384 
-04275 
04167 

-04058 
-03950 
■03842 
-03734 
■03627 

-03520 
-03413 
-03306 
-03199 
-03093 

■02987 
■0288 1 
■02775 
■02669 
02564 

02459 
02354 
02249 
02145 
0204 I 



1-019.37 
1-01833 
10 1729 
1-01626 
1-01523 



■01420 
01317 
01215 
01112 
01010 



1 00908 
1-00806 
1 -00705 
1 -00604 
1 -00503 

1 -00402 
1 00301 
1 -OO20O 
1-00100 



835 




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7 








AREAS AND CIRCUMFERENCES OF CIRCLES. 








- 




1 TO 250. 








pia- 


Ar«a. 


Circum- 


Dia- 


. Circum- 


Dia- 1 A,« Circum- 


Dia- 


krma 


Circum- 


Dla- 


r 

Area. 


Circum- 


tnctcT 


Tcreucc. 


meter 


meter 


imcA. 


fcrencc^ 


meter 


"^ tct^iict 


mctcr 


fcreuoc. 


1 


-71*54 


3142 


51 1 2042 82 160-22 


101 80U-85 317-30 


151 17907-9 474-38 


m 31730 


631-46 


s 


3-1416 


6 28S 


62 ' 2123 72 163-36 


192 8171-28 320-44 


152 18146*8 477-62 


n)2 32047-4 


634 '60 


3 


7-0686 


9425 


63 220618 166-50 


103 6332-29 323-58 


153 18385-4 480-66 


203 32365 5 


637 74 


4 


12 5664 


12 566 


66 2290 22 , 16965 


104 6494-87 326 73 


154 1»626-5 483 81 


204 32686-1 


640-89 


6 


19 635Q 


16-70fl 


55 2375-83 172-79 


105 


6659-01 329-87 


155 18869-2 


486-95 


205 33906-4 


644 03 





28-2743 


18-850 


56 2463-01 17593 


1 
106 6824-73 ' 333-01 


166 


19113-4 


490-09 


206 33329-2 


647-17 


7 


38-4d46 


21991 


57 2551-76 179 07 


107 8992-02 336-15 


157 19350-3 


493-23 


f>07 336S3-5 


650-31 


8 


50 2655 


25-13:s 


58 2642-08 182 21 


lOB 016088 339 29 


158 19606-7 496-37 


208 33979-5 


653 46 


9 


63-6173 


28-274 


69 2733-07 185-35 


109 ^331 32 342-43 


159 ' 19855-7 499-61 


?^9 84307-0 


65659 


10 


7S 5396 


31 416 


60 2^27-13 188 50 


110 0503-32 345-58 


160 20106 2 602 65 


216 34636-1 


669-73 


11 


95-0332 


S4 558 


61 2&22 47 191-64 


111 9676-89 348-72 


161 20353-3' 505-80 


211 34966-7 


602 88 


12 


113-007 


37-6V9 


62 3019-07 194-78 


lU 9852-03 35186 


162 20612 508 94 


212 35298-0 


666 02 


13 


132-732 


40 841 


63 3117-25 197-92 


113 10028-7 355-00 


163 20867-2 512-08 


213 35632-7 


669-16 


14 


153-038 


43'9tf2 


64 3216-09 201-06 


114 10207-0 35814 


164 21124 1 516-22 


214 35968 -i 


672-30 


16 


176 715 


47-124 


65 3316-31 204-20 


115 10386-9 361 28 


165 21382 5 518-36 

1 


215 36305-0 


675-44 


16 


201 062 


£0-265 


69 3421-10 207-35 


11$ 10568-3 364 42 


166 21642-4 ' 621-50 


216 


36643 '5 


678-68 


17 


226-960 


53 407 


67 3S2565 21049 


117 10751-3 367 57 


167 219040 524 66 


217 36983 6 


681-73 


IS 


254 -4€9 


66 549 


68 3631 68 213-63 


US 10935-9 370-71 


168 22167-1 527-79 


218 37326-3 


684-87 


19 


:tt3-529 


59-690 


6d 3739-28 216-77 


119 11122-0 373-85 


169 22481-8 630-03 


219 376685 


688 01 


20 


314-159 


62-832 


70 3fl48 45 219«1 


l?r\ 11309-7 376-09 


170 ?7608-0 634-07 


229 38013-3 


691-15 


ei 


346361 


65-973 


71 


8959-19 223 05 


121 11499-0 , 380 13 


171 22965-8 637 21 


221 38359 6 


694-29 


n 


380-133 


69 115 


72 4071-50 226 19 


122 11689-9 383-27 


172 23236 2 640 35 


222 1 38707-6 


697-43 


£3 


415-476 


72 257 


73 4185-39 229-34 


123 11882-3 386-42 


173 23506 2 643 50 


223 39057-1 


700 58 


£4 


452-389 


75 39S 


76 430084 232-48 


124 12076-3 389 56 


174 23778? 646 64 


224 39408-1 


703-71 


£S 


490 871 


78 540 


76 4417-86 235-62 


125 12271-8 392-70 


175 24052-8 ; 549-78 


225 39760-8 


706-86 


20 


530 929 


81 681 


70 4536 46 238-76 


126 12469-0 3^5-64 


176 24328-5 652-92 


226 40116-0 


710-00 


87 


572 555 


84-823 


77 4656-63 241-90 


127 12667-7 30a-95 


177 24605-7 666 06 


227 40470-8 


713-14 


S8 


615 752 


S7-965 


78 4778 36 245 04 


128 12663-0 40212 


176 124864-6 559 20 


228 , 40828 1 


716-28 


28 


660-520 


91 -IOC 


79 4901-67 248-19 


129 13069-e 405-27 


179 25144-9 562 35 


229 41187-1 


719-42 


30 


706-868 


94-248 


80 50::6-55 251-33 


130 13273-2 403-41 


180 25446 9 56549 


230 41547-6 


722-67 


81 


764-768 


07 3fiO 


81 515300 254-47 


131 13478-2 411-55 


181 25730-4 1 568-63 


231 


41900-6 


725-71 


S8 


804 248 


100-531 


82 5281 02 257 61 


132 13684-8 414 69 


182 20015-6 


571-77 


232 ' 42278*8 


72686 


33 


i^55 2y0 


103^673 


83 5410 61 260 75 


133 13892-0 ^11-63 


183 26302-2 574-91 


233 42688 6 


731-99 


34 


907-920 


106-814 


84 5541-77 203 »9 


134 14102-6 420 ik7 


184 26590-4 67806 


234 430063 


735-13 


36 


9C2-U3 

1 


109-956 


86 5671-50 26704 


135 14313-9 424 12 


186 26880-8 


681-19 


t>35 ^ 43873 6 


738-27 


36 


J017 88 


113 097 


86 5S0S 80 270 18 


1 
136 14526 7 427-26 


186 27171-6 


584 34 


^36 4 3743-5 


741-42 


37 


107521 


116-230 


87 5944-68 273 32 


137 34741 1 43040 


167 27464-6 587-48 


237 441160 


744 56 


38 


1134 U 


119-381 


88 6082 12 276-46 


138 14957-1 433-54 


IBS 27759-1 590-62 


238 444881 


747*70 


30 


1104 59 


122-522 


89 0221 14 279 60 


139 15174 7 436-68 


169 28066-2 593 76 


239 4 4862 7 


750-94 


40 


125664 


125-660 


90 6361-73 282-74 


140 15393-8 439-82 


190 28352 9 696 90 


240 4 5238 9 


753 98 


41 


1320 25 


128-806 


91 6503-88 285-88 


141 15614 5 442-06 


191 28662-1 600-04 


241 45616-7 


757-12 


42 


1365-44 


13) 947 


9£ 6647 61 289-03 


142 15836-8 446-11 


192 289629 60319 


242 46996-1 


760-27 


43 


1452 20 


135'0l'O 


93 0792-91 292 17 


143 16060-6 44925 


193 29255-3 606 33 


243 46377-U 


763-41 


44 


1520-53 


138-230 


94 6939 78 29631 


144 16286 45239 


194 296692 609 47 


244 46769-5 


76656 


46 


1590 43 


141-S72 


95 708822 298-45 


145 16513-0 455-53 


195 298648 612 61 


245 471435 


76969 


44 


1661-90 


144-514 


96 7238-23 301-69 


1 
'140 16741-5 458 67 


196 30171-9 616-75 


246 47629-2 


772-85 


47 


1734-94 


147-655 


97 7369-81 304-73 


147 10^71-7 461 81 


197 30480-5 ' 618-89 


247 47916-4 


775 07 


48 


180& 66 


160-800 


98 7642-06 307-88 


148 17203-4 464-96 


198 30700*7 1 62204 


248 48306-1 


779-i2 


49 


1866-74 


1 53 -938 


99 7697 69 311-02 


149 17436 6 46810 


199 31102-6 625 18 


240 46695-6 


782 26 


60 


1963-50 


157-080 


100 7853 08 314-15 


160 17671-5 471 24 


800 ^ 31415-9 628 32 


250 49087-4 


786 40 



336 




Gnufr 
tenet 

e37:i 
e&i-tt 

T MM 

•9 W-OS 

■7 W9'l* 

-1 A7£-!0 

-o' m-u 
-0 m:& 

,-5 CfrS'Ol 
■3 60Mfr 

703-:i 
70*'Sfl 

710-00 
713-U 

mil 

7SS-71 
7^>SS 

731 S* 
73513 

7a-** 

717^0 
7fl0'2^ 

:«■*! 

7»^66 
76»-*> 

7«M 

:7D'i' 

7*S£fl 



I 



4 





AREAS AND CIRCUMFERENCES OF CIRCLES. 












251 TO 500. 












Dia- ' , _^ 


Circum- 


Dia- 


».«. Circum- 


Dia> 1 * 1 Circum- 


Dia- * 
. Area. 

meter 


CircuDi' 


£^. ^-- 


Circum- 




nKtcr ^^*^ 


feicBce. 


meter 


Area. 


ieiencc. 


meter 


"■^' ICICBCC. 


fercncc^ 


[cicD(:c. 




2U 4tf-«&0-9 


788-54 


301 1 71167-9 V4&-62 


361 1 U676I-8 1102-7 


401 j 126293 


1259-8 


451 1597 51 


1416-9 




S62 ' 4dS7&-9 


791-68 


302 71631-5 948-76 


362 97314-0 1105-6 


402 


126923 


1262 9 


452 160460 


14200 




SS3 ' 50272 '6 


794-82 


303 72106-6 951-90 


363 97867-7 1109 


403 127556 


1200-1 


453 1 161171 


1423-1 




SM , &067O 7 


797-96 


304 72583-4 955 04 


nri4 984230 1112-1 


404 128190 


1269 2 


454 


161883 


14.;03 




£65 . 51070 5 


801-11 


305 ; 73061-7 , 958-19 


355 9S979-S 1115-3 


405 128825 


1272-3 


455 ' 162597 


1429-4 




£66 


51471-0 


804-25 


306 ' 73541-5 961-33 


356 99538-2 11184 


406 129462 


1275-5 


456 163313 


1432-6 




£67 


51 874 -8 


807-30 


307 74023 964-47 


357 100098 1 1121 5 


407 1301 UO 


1278-6 


457 164030 


1435 7 




£6B 52276-2 


810-53 


308 74606-0 967-61 


358 100660 1 1124-7 


408 130741 


l?fll'8 


458 164748 


1438 




£69 


52685-3 


813-67 


309 74990-6 970-75 


359 101223 1127 9 


409 131382 


1284-9 


459 165468 


1442-0 




£60 


53002<9 


816-81 


310 J 75476-8 973-89 


360 101788 


1131-0 


410 


132025 


12881 


460 100190 

1 


1446-1 




£61 


53502 1 


810-96 


\ 
311 75964 5 97704 


361 ' 102354 


1134 1 


411 132670 


1291-2 


461 166914 


1448-3 




£62 53912 9 


823 10 


312 1 70453-8 980-18 


362 102922 1137-3 


412 133317 


1294 3 


462 167039 


1451-4 




£03 64325 2 


82Q24 


313 76944-7 ■ 983-32 


363 103491 , 11404 


413 133905 


1297 5 


403 ' 160366 


1454-0 




264 547391 


829-313 


314 77437-1 986-46 


364 104062 1143-5 


414 134614 


1300-6 


464 169093 


1457-7 




266 &5154 6 


832 52 


316 i 77931-1 989 60 


366 104635 1146-7 


415 135205 


1303-8 


466 , 169823 

1 


1400-8 




266 1 5SS71-6 


83566 


318 78426-7 992-74 


366 105209 1149-8 


416 135918 


13069 


466 170654 


1464 




£67 


65990^3 


838-81 


317 7«923-9 995-88 


367 105785 1153 


417 136572 


13100 


467 1 1712tt7 


1467-1 




268 56410-4 


841-96 


318 79422-0 999-03 


366 106362 11561 


418 137228 


1313-2 


468 172U21 

1 


14709 




269 66832 2 


845 09 


319 79922-9 1002 2 


309 106941 1159-2 


419 137885 


13163 


469 172767 


1473 4 




1^0 57255-5 


848-23 


320 80424-3 10053 


370 107521 1162 4 

j 


420 138344 


1319 5 


470 173494 


1476 5 




1 
271 1 57680-4 


851-37 


321 80928-2 ' 1008-5 


371 108103 


1155-5 


421 139205 


13226 


471 174234 


1479-7 




272 5&106'9 


854-51 


322 81435-2 1011 


372 ■ 108687 lie8-7 


422 139807 


13258 


472 174974 


1482-8 




273 58534 9 


857-66 


323 81939-8 1014-7 


373 109272 1171-8 


423 , 140531 


13289 


473 175716 


14860 




2*74 5S064'6 


860 80 


324 82448-0 1017-9 


374 109868 1 1175-0 


424 141196 


1332 


474 176460 


1489-L 




275 69396-7 


863-94 


325 82957-7 ' 102l-0 


375 110447 


11781 


425 


141803 


1335 2 


475 


177205 


14Q2-9 




276 59828-6 


867-08 


326 83469-0 1024-2 


376 111036 1181 2 


420 


142531 


1338 3 


476 


177952 


1495-i 




277 00262-8 


87022 


327 63981-a 1027-3 


377 111628 11S4 4 


427 ' 143201 


1341 5 


477 178701 


1498 5 




278 00696-7 


873-36 


326 84496-3 1030-4 


378 112221 31*7-5 


428 U3872 


1344-0 


478 


179461 


1501-7 




279 611362 


876-60 


329 85012-3 1033 6 


379 U2815 1190-7 


429 144546 


1347-7 


479 180203 


1504-8 




280 615752 


879-65 


330 85529 9 1036-7 


380 113411 1193-8 


430 145220 


1360-9 


480 180956 


1508-0 




281 62015-8 


882-79 


1 
331 80049-0 1039-9 


381 114009 1196-9 


431 145896 


1354-0 


481 181711 


1511 1 




282 62458-0 


885-93 


332 8Q569-7 1O13-0 


382 114608 1200-1 


432 140574 


1367 2 


482 182467 


1514-3 




263 62901-8 


889-07 


303 87092-0 1046-2 


383 116209 1203-2 


433 147254 


13603 


483 183225 


15I7-i 




284 63347-1 


892 21 


334 87615-9 1049 3 


384 115812 1206-4 


434 147934 


1363 5 


484 183984 


1520-5 




2A6 1 63794 


895-35 


335 


88141-3 , 1052-4 


3Hf> 116416 1209 5 


436 14b617 


1300-5 


48ri 184745 


1523-7 




266 


64242-4 


898-50 


f 
336 88e68'3 


1055-6 


386 117021 12127 


436 149301 


1369-7 


486 185508 


1526-8 




267 646Q2-& 


901-64 


337 89190-9 ' 1058-7 


137 117528 1215-8 


437 149987 


1372-9 


487 180272 


1530-0 




28A 65144-1 


904-78 


338 89727-0; 1061 9 


388 118237 1218-9 


438 150&74 


1376-0 


488 187038 


1533-1 




289 55597-2 


' 907-92 


339 90258-7 ' 1065 


389 118847 1222-1 


439 151303 


a3;9'2 


489 1B7805 


1536-2 




290 66052-0 


911-06 


340 . 90792-0 1068-1 

1 


390 119459 1225-2 


440 152053 


1382-3 


490 


188574 


1539-i 




291 66508-3 


014-20 


341 91325-9 1071-3 


391 120072 1228 4 


441 152745 


13S5-4 


491 


169346 


25425 




292 66956-2 


917-35 


342 91863-3 1074-4 


392 120687 , 1231 3 


442 153439 


1388-6 


492 100117 


1645 7 




203 67425-6 


920 49 


343 92401-3, 1077-6 


393 121304 1234 6 


443 154J34 


1391-7 


493 1 190890 


154a-d 




294 67886*7 


; 923-63 


344 92940-9 1080-7 


394 121922 1237-8 


444 1 154830 


1394 9 


494 191665 


1551-0 




295 C3349'3 


926-77 


345 93482-0 1063-8 


396 122542 1240-9 


445 156528 


1398 


495 192442 


1555-t 




296 68313-5 


029'91 


346 94024-7 1087-0 


306 ; 123103 1244-1 


446 156228 


1401 2 


496 193221 


1558-2 




297 59279-2 


93 3 05 


347 94569-0 1090-1 


307 123786 1247-2 


447 150930 


1404 3 


497 104000 


15ft 1-4 
1564-5 

1 — <h ~ T 




298 6371 5 G 


936-19 


348 95114-0 1 1093-3 


398 124410 1250-4 


448 ' 157633 


1407 4 


498 104782 




209 70215 4 


939-34 


349 95662-3 1096-4 


399 125036 1253 o 


449 158337 


UlO-6 


499 195565 


4 ^ pv f\ d 




300 70685-3 


942-48 


350 90211-3 1099-6 

1 


400 126604 1250 6 


460 159043 


1413-7 

1 


500 196350 


1570-9 





337 



Cod*. 




1 







AREAS AND CIRCUMFERENCES OF CIRCLES. 
















501 TO 750. 
















Dia- 


4 ___ 


CircuiB- 


Dia- .„^ : Circum 


meter ^^^' fercncc 


Dia- 


Area. 


Circtim ■ 


Dia- 


^ca. 


Circum- 




meter 


Area. 


ferenct- 


meter ^«**' 


fcrcnce. 


meter 


ferenct 


meter 


fexence- 




601 


lt»713tJ 


1573-9 


551 23644H ' 1731-0 


601 2osbo7 10&0-1 


661 


332853 


2045-2 


701 


365945 


2202 3 




502 


197923 


1377 1 


&52 239314 1734 2 


602 284631 1891-2 


652 


333876 


2048 3 


702 


3Sr047 


2205-4 




50a 


198713 


15^0 '2 


653 2401S2 1737-3 


603 28557a 1894-4 


653 


334901 


2051-5 


'A»3 


388151 


2205 5 




504 


l^Q^Ql 


1583-4 


654 241051 1740-4 


604 286526 1897-5 


654 


335927 


20.-4 -6 


704 


389256 


2211-7 




eo& 


200296 


1586-5 


656 241t>22 1743-6 


605 287475 1900-7 


655 


336955 


2057-7 


705 


390363 


2214-8 




fiOB 


20IO9O 


1589-7 


556 242795 1746-7 


606 288426 1003-8 


658 


337985 


2060-9 


706 


391471 


22IS-0 




607 


201 8&6 


1502 -8 


657 2436619 1749-9 


607 289370 lOO? 


657 


339016 


2064-0 


707 


392580 


2221-1 




503 


2025t>3 


1505^9 


658 244545 17530 


608 290333 10101 


658 


340049 


2087-2 


708 


S93692 


2224-3 




609 


203462 


1599-1 


559 245422 1756-2 


609 291289 1013 2 


6S9 


341083 


2070-3 


709 


S9480S 


2227-4 




610 


2042!^2 


1602 2 


560 246301 1769 3 


610 292247 19164 


660 


342119 


2073-5 


710 


395919 


2230-5 




511 


205064 


1605-4 


661 247181 1762 4 


611 29320C 1919 5 


661 


343157 


2076 6 


711 


397035 


2233-7 




612 


205887 


1608-5 


662 248063 1765-6 


612 294166 1G22-7 


662 


344196 


2079-7 


712 


S98153 


2236-8 




613 


20661*2 


1611 6 


663 248947 1708-7 


613 295128 1925-8 


663 


345237 


2082-9 


713 


399272 


22400 




514 


2O740'J 


1614 -ft 


664 249832 1771-9 


614 296092 192r^ t^ 


664 


346279 


2086-0 


714 


400393 


2243-1 




615 


20S307 


16I7-0 


665 250719 1776-0 


615 297057 1932-1 


665 


347323 


2089 2 


716 


4111 515 


2246 2 




616 


203117 


1621 1 


686 2M607 1778-1 


618 298024 1936-2 


666 


348368 


2092-3 


716 


4026S9 


2240-4 




617 


20l*y2HL 


1624-2 


667 252407 17J91-3 


617 298992 1938-4 


667 


349415 


2095 4 


717 


403765 


2252-5 




61S 


210741 


1627 a 


668 2533^8 17b4-4 


616 299062 19416 


668 


350464 


2098 6 


718 


404892 


2255-7 




619 


211556 


1630 5 


569 254281 1787-6 


619 300934 1944-7 


669 


351514 


2101-7 


719 


406020 


£258-6 




OIA) 


212^72 


1633-5 


670 255176 1790 7 


620 301907 1947 6 


670 


352565 


2104-9 


720 


407150 


2261 9 




6S1 


213189 


1636 8 


671 256072 1793-9 


621 302882 1950-0 


671 


363618 


2108-0 


721 


408282 


226 S*X 




622 


214006 


1639 9 


672 266970 1797-0 


622 303858 1954-1 


672 


364673 


2111-2 


722 


409416 


2268 3 




6£3 


214t^2y 


I643-I 


673 2578614 1800 1 


6S3 30483'> 1957-2 


673 


355730 


2114-3 


723 


410560 


2271-4 




5^ 


215651 


1546-2 


574 258770 1803-3 


674 305815 1960-4 


674 


356788 


£1174 


724 


411687 


2274 & 




685 


216475 


164^3 


675 2S9672 1806-4 


625 306796 1063-6 


675 


357847 


21206 


725 


412825 


2277-7 




534} 


217301 


1652 & 


676 260576 1809-6 


626 307779 1966 6 


676 


368908 


2123-7 


720 


413965 


2250-B 




»£7 


21W12J> 


1655-6 


677 261482 1812 7 


6$7 308763 1969'S 


677 


359971 


2126 9 


727 


415106 


2283 9 




52S 


21B9S6 


1658-6 


67S 2^2389 1815-8 


628 309748 1972-9 


678 


361035 


21300 


728 


416248 


2267-1 




629 


219787 


1A61 9 


579 263298 1819 


629 310736 1976- J 


679 


362101 


2133-1 


720 


4173fi3 


2290-2 




630 


220610 


1665 


680 26420^ 1822-1 


630 31172& 1979-2 


680 


363168 


21363 


730 


416539 


2293-4 




681 


221452 


1668 2 


581 265120 1825-3 


631 312715 1932-4 


6B1 


364237 


2139-4 


731 


41968f:t 


2296-5 




632 


2222a7 


1671 '3 


682 266033 1828-4 


632 313707 1985-5 


682 


365308 


21426 


732 


420835 


2299 7 




633 


223123 


1674 5 


683 266948 1831-6 


633 314700 1988-6 


683 


366.180 


21457 


733 


421986 


2302^8 




634 


223$6I 


1677-6 


684 257865 1834-7 


634 315696 1901-S 


684 


36745.1 


2146-9 


734 


423138 


2305-9 




5:i5 


224601 


1660-8 


585 268783 1837 8 


635 316692 ; 1994-9 

1 1 


685 


368528 


21520 


735 


4P4292 


£309-1 




636 


225642 


1688 9 


586 2G9703 1841-0 


i I 
636 317690 1998-1 


686 


369606 


2155-1 


736 


425447 


23122 




637 


2264 &4 


J 687 


687 270624 1844-1 


637 318690 ! 2001-2 


687 


370684 


21583 


737 


426604 


2315-4 




638 


22 T 320 


1690 2 


688 271547 1847 3 


638 319692 2004-3 


688 


371764 


2161 -i 


738 


427762 


2318-5 




639 


228176 


1693-3 


689 272471 1850 4 


639 320695 2007 6 


689 


3728J5 


2164 6 


739 


42*i922 


2321 6 




640 


220022 


1696-6 


690 27339? 1853 5 


640 321699 2010-6 


690 


373928 


2167-7 


740 


4300&4 


2324 8 




641 


229871 


1699 6 


691 274325 1856 7 


641 32270J 2013 8 


691 


375013 


21708 


741 


431247 


2327 9 




642 


230722 


1702-7 


692 275254 1859 6 


642 323713 2016 


602 


376099 


£174 


742 


432412 


233M 




643 


231574 


1705 9 


693 276184 1863 


643 324722 20200 


693 


577187 


21771 


74C 


433578 


2334-2 




644 


2324 2S 


1709-0 


694 277117 1866-1 


644 325733 2023-2 


694 


378276 


2180-S 


744 


434746 


2337-3 




645 


233283 


17122 


606 278051 1869 8 


646 326745 2026-3 


695 


379367 


£183-4 


745 


435916 


23406 




546 


234140 


1715 3 


508 278086 ' 1872-4 


846 327759 i 2020-6 


696 


980459 


2186-6 


746 


437067 


2343-e 




647 


234 0Q8 


1718 5 


697 279923 1875 5 


647 328775 2032-6 


697 


38 1554 


2189-7 


747 


488269 


23468 




64B 


235858 


1721-6 


598 280862 1 1878^7 


648 329792 ' 2035-8 


808 


S82649 


2192-8 


748 


499483 


23499 




649 


236720 


17?4'7 


699 2S1802 1881*8 


649 330810 2038-9 


699 


383746 


£196-0 


749 


440609 


2353-1 




660 


237683 


1727-9 


600 282743 1865 


060 331631 20420 


700 


384845 


21991 


760 


441786 


2366-2 





S88 







AREAS AND CIRCUMFERENCES OF CIRCLES. 
















751 


TO 


999. 
















Dia- 


Area- 


CircuDi' 


Dia- 


.„^ Circum- 


Dia- 


Area. 


Circum- 


Dia- 


Area. 


Circum- 


Dia- 


Area. 


Circum- 




meter 


irreacc. 


melci '"■*^^ fercncc 


□lelcr 


(crcnce. 


tikUt 


fertncv. 


mcUr 


fercnt-c 




7&1 


442965 


2359-3 


801 603912 2516-4 


851 


563736 


2673-5 


901 


637687 


2830 6 


9bl 


7I0J1& 


2967-7 




7^ 


444146 


2362-5 


80^ 505171 2510-6 


852 


570124 


2676 6 


902 


639003 


2833-7 


952 


711H09 


2990-8 




753 


44S32S 


2365 -6 


803 50^432 2522-7 


853 


571463 


2670 a 


»3 


040421 


2836-9 


953 


713300 


29^3 9 




754 


446511 


2368^8 


804 507694 2525-8 


854 


572803 


2682 '9 


904 


fl41?;^40 


2840 


964 


714803 


29'>7-l 




755 


117fi97 


2371^9 


805 50S95S 2529 


855 


574146 


26^6 1 


905 


043261 


2^43 1 


955 


716303 


3000 2 




75S 


44$$$^ 


23750 


806 510223 2532-1 


856 


576490 


263U'2 


906 


614683 


2840-3 


956 


717804 


3003-4 




757 


450072: 


2378 2 


807 51149U 2535-3 


857 


576W35 


2692-3 


907 


04010T 


2849-4 


957 


71930t^ 


3U06-5 




7&8 


451202 


23SI-3 


808 512758 2533-4 


858 


578182 


2095-3 


906 


647533 


2852 6 


956 


rl:(^■^Hl 


3009 




759 


4524 5S 


2384 '5 


809 514028 2S41<5 


859 


579530 


2098-6 


909 


648VJ6a 


2855 7 


959 


722310 


30128 




790 


4&3C4d 


2387-6 


810 515300 2544-7 


860 


580&80 


2701-8 


910 


63038b 


2858-8 


960 


723823 


3015 9 




791 


454341 


2390 S 


8U 516573 2547-8 


861 


582232 


2704-9 


911 


651818 


2862 


961 


725332 


3019 1 




762 


456037 


2393 9 


812 517848 2551-0 


862 


5835^5 


2708 1 


912 


653250 


2865-1 


962 


726^42 


3022-2 




793 


457234 


2397-0 


813 519124 2S54-1 


863 


584 "^40 


2711 2 


913 


654684 


2868-3 


963 


728354 


30254 




764 


4 58431 


2400-2 


814 520402 2557-3 


864 


580297 


2714 3 


914 


656118 


2871 4 


964 


729867 


3028 5 




765 


45963J 


2403-3 


815 521681 2560-4 


865 


5^7655 


2717 5 


915 


657555 


2874 6 


965 


731382 


3031 6 




786 


46nS37 


2406-5 


816 522962 2563-5 


866 


589014 


2720-6 


916 


658993 


2877-7 


966 


732S99 


3034 S 




767 


462041 


2409 6 


817 524245 2566-7 


867 


590375 


27238 


917 


560433 


2880 a 


967 


734417 


3037 9 




768 


463247 


2412 7 


818 525529 2569*8 


868 


59173b 


2726-9 


Old 


001874 


2884 


963 


735037 


3041 1 




76$ 


464454 


2415^9 


819 520814 2573-0 


869 


593102 


2730 


919 


603317 


2887-1 


969 


737458 


3044 2 




770 


465ti63 


2410 


8?J» 52S102 2576-1 


870 


594468 


2733 2 


9^0 


004761 


2890 3 


970 


738081 


3047 3 




771 


466873 


2422-2 


821 529391 2579-2 


871 


59S^35 


2736-3 


921 


666207 


2893 4 


971 


740506 


3050 5 




772 


465085 


2425-3 


822 530681 2582-4 


872 


597204 


273^5 


922 


667654 


2896 5 


972 


742032 


3053-6 




773 


460296 


2428-5 


S?^ 531973 2535-5 


873 


598575 


2742 


9/3 


669103 


2899-7 


973 


743550 


3056-8 




774 


470513 


2431-0 


824 533267 2588-7 


874 


599947 


27455 


924 


670554 


29028 


974 


745088 


3059-9 




775 


471730 


2434 -7 


8?,6 534562 2591 -8 


875 


001320 


2743-9 


925 


672006 


2906-0 


975 


746619 


3063-1 




776 


4 72948 


2437 '9 


826 535858 25950 


876 


602696 


2752 


926 


07346*J 


2909-2 


976 


748151 


3066 2 




777 


474 16S 


2441 


827 537157 25981 


877 


604073 


2755 2 


927 


674^t|5 


2912-3 


977 


749685 


3069 3 




778 


475389 


2444 '2 


828 538456 2001-2 


878 


6054 51 


2758 3 


928 


676372 


2915-4 


978 


751221 


3072 5 




770 


476012 


2447-3 


929 53^758 2604-4 


879 


006831 


2761 5 


929 


077831 


2918-5 


979 


752758 


3075-6 




780 


47783d 


2450-4 


830 541061 2007-3 


880 


608212 


2764 


930 


079291 


2921-7 


980 


754290 


3078 fl 




781 


479062 


2453-6 


831 542365 2010-7 


881 


609595 


2767-7 


931 


680752 


2924 8 


981 


755837 


3061 9 




792 


460290 


2456-7 


832 543671 2613-8 


882 


610930 


£7709 


932 


682216 


2928 


982 


757379 


8065 




783 


4m619 


2459 9 


833 544979 2916-9 


883 


612366 


2774 


933 


6836^0 


2'J3M 


983 


758922 


3088-2 




784 


4d:Z750 


-2463 


634 54628& 2420-1 


884 


613754 


2777 2 


934 


685147 


2934 2 


984 


7fl0406 


30'.* 13 




785 


483082 


2466 2 


835 547599 ^ 2623-2 


885 


615143 


27b0'3 


935 


686615 


2937-4 


985 


762013 


3UV»4-5 




786 


485216 


2460-3 


R36 548012 2626-4 


886 


016534 


2783-5 


930 


688084 


2940 '5 


986 


7«35fil 


3007-6 




787 


4^6461 


2472-4 


937 55022Q 2629-5 


887 


617927 


2780 6 


937 


680555 


2943-7 


967 


705111 


3100-8 




788 


48763S 


2475 6 


838 551541 2632-7 


aes 


619321 


2780 7 


93S 


691028 


2946 8 


988 


7fl66fl2 


3103 9 




789 


488D27 


2478-7 


839 652358 2035-8 


AR9 


620717 


2792 9 


939 


69250S 


29500 


989 


788214 


3107 




790 


490167 


2481 '9 


840 &54177 2638-9 


800 


622114 


2796 


940 


693073 


2953-1 


990 


769769 


3110-2 




791 


491409 


2485-0 


811 655497 2642-1 


891 


623513 


2799-2 


941 


095455 


2956 2 


991 


771325 


3113 3 




792 


492652 


2488-1 


842 5568119 2645 2 


892 


024913 


2802-3 


942 


696934 


2959-4 


992 


772882 


3116 6 




783 


493807 


2491-3 


843 558142 2648-4 


893 


626315 


2805-4 


943 


098415 


2962 5 


993 


774441 


31196 




794 


495143 


2494-4 


844 559467 2051-5 


894 


627718 


2H08 6 


944 


699897 


2965 7 


994 


776002 


3122-7 




796 


496301 


2497 6 


845 500794 2654 -6 

1 


895 


029124 


2811-7 


945 


701380 


2968-8 


995 


777564 


31250 




796 


497641 


2500 7 


946 562122 2657 8 


896 


630530 


2814-9 


946 


702865 


2071-0 


996 


779128 


31290 




797 


408892 


2503 8 


847 563452 2660 9 


897 


631938 


2HI3-0 


947 


704352 


2976-1 


997 


7WJ6y3 


3132-2 




798 


500145 


2507 


848 564783 2664-1 


898 


633348 


2821-2 


948 


705840 


2978-2 


998 


7*H2200 


31356 




799 


501399 


2510 1 


849 1 560116 , 2667 2 


899 


634760 


2824-3 


949 


707330 


2961 4 


999 


783828 


3138 5 




600 


502055 


2513-3 


850 567450 2070 4 


900 


636173 


2827-4 


950 


708822 


2984-6 











339 



F 



liid«. 




stw^^t ^'-i-- -t 






340 



f a^ 



i d I 



"if- 



1 





Elementary. Tan == sin co^; sec » I/cos; cosec ~ l/sin; versin A = 1 — cos A. 

Solution of Triangles. 

let i " i (a + fr + 0' Then :— 

(i) Given a, b, c, mo liiivc : 

SiD A - 2 V (* (' — fl) (* -6) (' -0) V tc 

(ii) Given a, A, C, ue have ; 

£ ^ x/(a' -^6* — 2afc. cosC) 
Tan A » a &in C -^ (6 ^ a cot C) 

(iii) Given A, 11, C. d, wr Tiav* : 

b *- a SIR 13 /sin A 
c ~ a lun C / sin A 

(iv) Given a, 6, A. wc have : 

Sm B ^ 6 bin A / a 

C = IHO** —(A + B) [N'.B— \M>co b exceeds a. then B. C. and 

c ^ a AinC / ain A c are anibiguuusO 



Area of Triangle- 

The area equals (i) j ab sin C, or | 6c a^n A, etc., or (ii) \/ (j (s — a) (s — 6) (« — c}|. 

Hip Roofs and Bin Hoppers. 

Given that AB AD, FGB anil GBD arc iW^ C and F Ihc mi 1- 
points u( Bl* and MO, 

let A = AC, /> ^ CB / AC and J = CF / AC 

Then uc have :^— 

AB.AI) = A \/(/)» + 1) 

AF - A Vl?' + I) 

AG, AE - h v'!/** -^ ?* + I) 

Cot ACX: = V */*■ + ?') 

TanAGB - V (^' + M ^ ^ 

Tao ACF — V (^" + 1) -^ /> 

Let (/ be the (obtuse) dihedral an^Ie t«t^^een the planes AGB and AGF (measured square 
to AG) then wc have : — 

Tan rf » — V (p' + q^ + I) ^ pq 





R 

H 

A (if C greater than 3H) 

Area ot seicmf*nt 

Ton ^ angle at centre 



(C" + 4K») - 8H 

C -4- 5HV2r. ap rox- 
KH + T»jH*/G. approx 
2H/C. 




^^f^4mM, 




J 



F 'x - ( 



I 



i : 



INDEX. 



tt 



• ■ 



>«■ 



■ •t 



«i I 



• * * 



I ■• 



ACMA fOLtS 

AHEAICAN CHANNELS 
JOISTS 

TESTS (A.S,T.ri.) 
ANCHOR bOLTS 
ANGLES :— 

Arcaj^aiKl Weights 

Kxtras *tt 

Metric %lt^% ... 

rropcrticA and Safe I^oads 

Rivtt centre* 
ARC WELDING: »cc " WcMing/' 
AfttA, SECTrONAL :— 

Anulc&aticl TcCft 

Cirdr% 

FLatsor riatet 

Increased by spaciiiK rolls 

RrdticctI by Orillinj^ 

Various sections 
AREAS, Briti^^b to Metric 



«f I 



«»■ 

•■t 
•>■ 

• ■• 

*>• 



**■ 



• ■> 



• I » 



4 I 



4<l 



Page. 
lU 

in 
us 

211 



• I > 



201 lOS 

lot 

192*201 
211 



i*« 



• ■■ 



«< I 



*< * 



»■ « 



■ r » 
«•• 
• ■• 

■ •> 



■ >f 



20S 

2S7 

II 

111 

340 

ato 



BACKHARKS, Angles and Tecs 

., Joists 

SAS€S for Stnnctiiont :— 

Cast iron 

Riveted 

Welded 

^tLaU ••• •** «>■ 14 

BASES for solid round columns 



... Ill 
.-. T$-ii 

102 

101, 112.104 

... 132 

tSO^ 102 

... 1B4 



BEAMS: sec Girders, Joists, Broad Flange 
Oeamfi. 

BEARrNC PLATES ST 

BEARLNG PRESSURES for Brickwork 17, S3. lOS 

Concrrtc •-. 57. 30S 

Hfisonry ... 17, US 

Rivets and Bolts. . . lot 

... 20S 
... 201 
... S7.S2 



• • 



tt 



• • 



t« 



*■ 



■ ■ 



a* 



<■ 



*• 



■ » 



*» 



Soils 
.. ■■ sieei. etc. 

BEARINGS for (Girders 

BENDING HOMENT: — 
in Beaniii 

in Concrete Floors (table] 

in Stanchions 
BENDING STRESS: see " Flexur&l Stress/' 



. 4S-S0 

21B 
07. IBS 



BESSEMER BASIC PROCESS ... 

BILL OF QUANTITIES 

BOLTS, Benrinsr and Shear Values 

Hexagon, Weights and Sixes 

Hotdingdown ... 

Lewis 

RooJtng , 



•« 



•• 



14S*2Sr 

171 

100,44,101 

... 114 

IA4-I0S 
... 2IJ 
... 213 



..A 



BOLTS, Turned ... 

ti for site connections 
BRACING for Stanchions 
BRAKING, J^ffect on Uridines v- 



.1* 



,*a 



■ . > 



• >■ 



■ >t 



II 



.B 



« '* 



Fagb. 

171 
171 

100, lOS 
.. S1-5S 



B»« 



■ '• 



■ '• 



«.. 



• '■ 



BRICKWORK fwe also" Wiklls");— 
Iicarini£ Valuct 
WeiKhtof 
BRIDGE RAILS 
BRIDGES, Railway 
«p Road '.* 
Steel for 
Wcidrd 



IB 



*.• 



... 



«'» 



• I t 



• •■ 



■ «. 



«tt 



• »> 



S7,i), 20S 

«■■ #04 

14 

7*10. SI 

ss 

104, IS? 
147.240 






■ t 



.«> 



■ It 



*«« 



«■ . 



« 1. 



■ •t 



«>> 



t*. 



*•■ 



.»> 



■ «• 



III 



■ ■« 



#•* 



■ ■■ 



... 



ti. 



• *t 



BRITISH STANDARD SECTIONS: SCC Joisto, 

ChannrI?*, AhkIi"^. Tits. 
BRITISH STANDARD SPECIFICATIONS;— 
No. 10 (Mild Steel) 

l8(Tr^t Firees. etc.) 
449(StcciwMTk) 
03B(Wrlding) 
,1 U8(H.T, Steel) 
Various 

BROAD FLANGE BEAMS:— 

AdvautAKes ... 

Amrriciin sizes 

Grey Process 

ExtraBand sale conditiooo 

as Poles 

Properties of vrebs . 

Qualities 

Safe loeds, as Girders 
ti II tt Columns ... ... 

Section drawings 

Sl^es and Fnjpcrtics 
,. „ I, in metric unit^ 

M'eiRlit* in feet jitT ton 

BUCKLING of U>l>s 

BUILOING ACT, l/>ndon : see I«X.C. 



10 V 

171 
ITf-US 
114 
170 
17f 



**i 



... 



'•■ 



■>■ 



1.. 



■■ I 



... 



7-10.04 
12 

„, n-14 

104 lOt 

104-104 
.. 10-17 

. . ur 

... JO-IT 
04-71 

14 

... 11-11 

21-2i 

17 

SO. 01 



CABLE STANDARDS • '" 

CAMBERING 'SO 

CANTILEVERS, Formulie for *S-44 

CAPS, WrMc<I and Riveted. fofStanchlons IH 



CASTINGS, Strt:! 
CAST IRON. OTLility of 
M U'rifihl of 
CEMENT, WciKht of 
„ Test*, etc. 

wash . . 
See alao ** Concrete.** 
CHANNELS ! — 

British Standard 



... 



274 
174 
1B4 
»7 
241 
177 



IB2 



S4S 



na4«. 



y. 



INDEX.— Continued. 



Page- 
channels : — Continued- 
American standard .-» •-■ "» IM 
Metric ,, -■- •■■ •■■ -■■ 'W 
Eixtras •-- •■■ -■- ••■ ■•• ^^^ 

CHEMICAL ANALYSIS of Steel U€ 

CIRCLES, Arciis and Circumferences 33^-9 

if Other properties *■■ •-- ■■' 340 

CLAY. Safe Pressures on 2S5 

CLEATS: see '' Connections," 

CODE WORDS 349-356 

COLD STRAIGHTENING 275,287 

„ Extras for 290 

COLUMNS, RuundstcL-l 1 09, 184 

„ latticed ..- ... ... .-. lOJ 

Sec also ' ■ Stanchions- " 
COMPARISONS OF SECTIONS:-^ 

Girders 
Stanchions ... 



COMPRESSIVE STRESSES: sec "Stresses 

and " Bearing," 
CONCENTRATED LOADS:— 

On beams >.* *-■ 

On floors 
CONCRETE: — 

Il^ains in 

Composition... 

Foundations 

Keinfi>r<<'d ... 

Safe Pressures OD ... 

AVii-itht of ... 



41,59,9 
... 8,94 



45'SO. 58,60-62 
225. 280 



225. 1B3 

104,185, ISO 

... 230 

57, 104.285 

129, 306 



CONNECTIONS (see al&o "Stanchions"); — 

for li.F. Beams 66-74, 101, 106 

,. R.5. Joists 75-81 

Welded 2JKi4a 

CONTINUOUS BEAMS 49-50,136 

CONTRACT CONDITIONS 173-178 

CONTRAFLEXURE, Points of 45-50 

COPPER BEARING STEEL 267-268 

COUNTERSUNK RIVETS 209, 2 7S 

COUPLING BOXES 222 

COVER PLATES (sir als^> '^ SpUcc PUtcs ") :— 

in Stanchion joints 103, 109, 133 



CRANES 

CRANE GANTRIES 

CRANE RAILS 

CUBES AND CUBE ROOTS 

CUTTING, Kxtras 
Margins 
Code words 



»r 



*■ 



• •- 



DEAD LENGTHS: sec " Cutting. 
DECIMALS INTO FRACTIONS 



It 



... S3,S4 

0.51.97 

54 

-.- 324 
287. 219 
169. 117 
350, 352 



397 



DEFLECTION : — 

Formulae and table 

of B.F. Beams 

of Floor beams 

of Girders carr>'ing walls ... 

of Poles 

DELIVERY (sec also notes to tables) ... 
D4E, OIL. DIN, D1R. and DIH series ... 
D^STANCE PIECES: see " Separators. 
DRAWINGS of Girder connections 

tp of Caps and Bases 

,, of Welding details 

DRILLING: see *' Holes.'' 



ECCENTRIC LOADS on Foundations 

», Girders 



Page. 

45-50, SI 

30.37 

2B2 

«., •'. *■ 

... 155, 158. 159 



_ It 



268 
21 

.. 66-81 
112.151 
231-148 



** 



ra 



,, Stanchions .-- 
ELASTIC MODULUS, of Concrete --. 

,, ,, ,, Steel... 

ELECTRlFtCATION.of Kailways 

ELECTRODES, for Welding 

ELONGATION: see " TeSts." 

END FIXING, of OirdcrsJ see "Connections. 

„ ,, of Stanchions 

END REACTION: see *' Reaction." 
EXACT LENGTHS: see "Cuttine-" 

EXPANSION of Steel 

EXTR.AS for B-F. BeAtns 

Joists, Angles, etc. 



101 

52 

96, 2B3 

117 
45 

154 

235 



It 



I* 



*■ 



■ 4> 



* ■■ 



»t 



F A BR iCATiON.Pieacriptionfi governing 
FACTOR OF SAFETY: sec "Stresses/ 

FIOLERS FORMULA 

FILLER JOISTS 

FILLET RADII 

FIRE PROTECTION 

FISHPLATES for IJ.r. Beams... 

n I* Joists,. > 

n «« j^ncS . 1. 

„ Code words (or 

FIXED ENDS: sec "End Fixing, 
FLANGE CLEATS 
FLANGE PLATES. .\rca> and WdghU 

ti ,, Inertia of 

«« M J'laniuR of ..* 

11 .1 Slopping'Oflof 

FLANGES, Tapers of 

FLATS, Areiis and Weights 

■I l^ X ir«9 ... ... •.. a*. 

FLEXURAL STRESSES, in Concrete .-- 
*p ft in Steel 



94,283 



...52,66 
... 286 
... 290 



273. 184 



•** 



■ a. 



■ •■ 



• •« 



t*> 



• •• 



... 



... 94.91 


215 


281 


20S 


116 


Sf 


265 


66-73 


... T5-ai 


... 


166 


.1 • 


351 


«.. 


66 


Ml 


257 


■ •■ 


2S8 


... 


175 


■ . . 


15t 


Ul 


116 


1S2 


157 


... 


3t0 


104, 226. 


130 


40, 


281 



344 



?ta. 



.. 21 

..(Ml 
MMSl 
23M4I 



... in 

... SI 

H.Ul 

... UT 

... « 

... IS* 

... ui 



94. !>} 



J7J, »* 
... W, « 

IBS. lit 

St. »' 

«-" 

... «■»' 
lit 

... »l 
M 

III 

in 

... «' 

111,11* 

1SJ.JJ' 



•<• 



r 





INDEX.— Continued. 








Page, 




Page. 




FLOOR GIRDERS, in buildings 


«■* . V t 9' 


IRON: see "Cast," "Wrought." 






FLOOR LOADS 


... 280, S2, IQO 


I20D TEST 


136 




FLOORS, Concrete 


59,125 








FOUNDATIONS 


103, lO'l. 113,195 


t 






FRAISINC : sec '^ Cutting/' 




JOINTS:— 

Fishplated, in Beams 


65,66 






4 


in Files ... 


166 




GALVANISED Sheets and fittings 


22M76 


in Stanchions 


... 103, 132.263 




Beams .-- 


MA 


do. (welded) 


132.238 




GANTRY GIRDERS 


8.52.97 . 


do- (B.F.B. sections) 


MI-I4J 




Garages. Floor loads for 


leo 


do. {iUust rations) 


106, 109,232,233 




GAUGES. Sheet and wire 


30d 


JOISTS:— 






GIRDERS ;— 




See summary' of tables, etc., on 


page ... 171 




General Kolcs 


A\-iy 


In Concrete ... 


Hi 




Summary of Sections 


M'A4 








Formulae for Bending Moment^ 


etc. ... 45-50 








Carrj'inR Brickwork 


• *. *■■ 9' 


LAMP STANDARDS 


153 




Connections 


66. 102 


LARSSEN SHEET PILING 


153 




Continuous --- 


50 


LATERAL Bracing of Stanchions 


100 




Riveted plate 


250 


Stability of Girders 


... 51.53, 26t 




GLASSt Specification for 


... 277 


LATTICED members 


101 




Weight of 


119.306 


LENGTHS, Margin in, and rolling limits 269.187,190 




GREY PROCESS 


T-M, 267 


Code words for 


351 




GRILLAGES, Steel 


... 102, 103, 2B2 


LEWIS BOLTS 


113 




GUTTERS, Steel 


219,124 


LIQUIDS, Weight of 

LIVE LOADS :~ 

on Crane gantries and Bridges 
in Buildings : sec "Floor loads. 


... 291.306-307 
S4-5i 




HEADROOM. Saving of 


8. 59 


LOGARITHMS ... 


310-311 




HIGH TENSJLE STEEL, Tests for 


,„ 264,247.270 


LONDON COUNTY COUNCIL: — 






„ ,. Stresses for 281 


Bye-laws 


... 268.179-285 




HOLDING-DOWN BOLTS 


104,213 


Applications for Waiver ... 


268 




HOLES : — 




Welded steelwork ,,. 


234,279 




Areas, table of 


205 








Distance from edge 


Ill 








Drilling and punching 


275 


MACHINED ENDS, of Columns 


284,151 




Moment of inertia of 


256 


Extras for 


287 




Slotted 


52 


MACHINERY,, as Floor Load ... 


52 




Code words 


351,354 
280 


MALLEABLE CASTINGS 


174 




h^xtras ■-* --. •-• 


MANUFACTURE : — 






HOOK BOLTS for Poles 


143 


Steel-making processes 


165-166 




M tt #■ Koofing 


213 


Rolling .-- 

MARGIN in Lengths and Weights 
MASONRY, Safe stresses In ... 


11-13 

168. 269 
... 57.58, 285 




IMPACT of moi'ing loads 


53 


„ Weight of 


306-307 




Tests for electrodes ... 


236 


MASTS : see " Poles." 






INERTIA, Moment of : see " M," 




MATERIALS, Weights of 


.,, 119. 306. 307 




INGOTS - 


166 


MEASURES, British and Metric 


191-30$ 




INSPECTION of Steelwork 


274-176 


METRIC dimensions of: — 


■ ^ * 




.. .> welding 


136.241 


B.S. Joists 


171 




., E^itras for 


286.290 


B,S, Channels 


113 

n.« 




INTERMEDIATE WEIGHTS ... 


11,21 


B-F. Beams 





846 



W 



m 



J. 




INDEX.— Continued. 




Page. 






Page. 


METRIC EQUIVALENTS: scc "Measures 


tt 


POLES 


« ■ ■ 


153-184 


METRIC SecUons:— 




Special sections for 


4.. 


... 144 


Angles 


... U2 


PRESSURES. Safe: see " Bearing." 






Toi&ts .'- •>• ><< <-- 


... IM 


PRINCIPAL STRESSES 


. ■ . 


48 


Chanoets 


... lU 


PROPERTIES of various Figur« 


«.. 


... 148 


MINIMUM QUANTITIES 


... au 


PUNCHING: see " Holes." 






MINISTRY Of TRANSPORT Loading 


s« 








MODULUS ; see " Section" and "Elastic. 


i< 








MOMENT OF INERTIA: — 




QUALITY OF STEEL:— 






Rectangles ..* --> *-- --. 


... 154 


Code words 




... 35) 


Flange Plales 


... 258 


Comparison of specifications 




2^4.144 


Drilled joists and channels 


... ISi 


n^tras ... ..« •-. 




267-148 


Various shapes 


... 340 


Tests ^.. 




267*278 


MOMENT OF RESISTANCE: — 




QUANTITIES, BILL Of 




... 273 


of Joists in Concrete 


..- 119 


M Minimum Rolling 




... 28« 


MOVING LOADS; see "Live Loads." 










t 




RADIUS OF GYRATION. Formula for 


... 3^0 


NEUTRAL AXIS, in Composite beams 


... 230 


RADII OF FILLETS 




205.216 


•1 .» in Various sections 


... 340 


RAG BOLTS 




... 211 


NOTCHING 


laS, 352 


RAILS, for Cranes 




S4 


NUMBERS, Funclions of 


... J26 


RAILWAYS : — 










Bridges 




SS 






Elect rilicat ion 




... 184 


OFFICE FLOORS. Loads on 


... ISO 


rsc of B.F. Beams by 




I8p 184 


OILING 


... 277 


REACTION. End 




45-40, 4f.44 


,, Extras for ... 


... 260 


RECTANGLES. Inertia of 




... 2S4 


OPEN HEARTH PROCESS 


2». 2i0 


,, Properties of ... 




... 340 


OVERTURNING MOMENT 


\n. ISO 


REDUCED V^EfiS : " OIL " series 
REINFORCED CONCRETE:— 




21 






Beams and fioors ... 




12S.3}8.5« 


PACKING, for shipment 


..- 277 


Foundations *.. ■-• 




181. 184 


PAINTING, of Steelwork 


... 277 


U"t!ight of 




119, 307 


FxtrasfoT 3il 


, 286. 190 


RESISTANCE MOMENT! SCC "Moment." [ 


f^ANEL AND PARTITION WALLS ..• 


... 280 


RIVETS : — 






r AR A D^J L A ... «.A •■• «»« 


... 340 


Various tables --. -.• 


• •' 


207-216 


PIERS : see" WaUs/' 




Code words ..- 


■ «. 


... ») 


PHOSPHORUS in steel 


... U4 


Galvanised, for sheeting ... 


V*. 


... 22) 


PILES, Beams as 


-. IS3 


Cenera) prescriptions 


« • . 


275.284 


,t Stieet ■-' ... ... «-- 


... 140 


Quality of steel 


... 


24f . 278 


PILLARS: sec "Stanchions." 




Spacing : see '* Pitch." 






PIPES. Rainwater 


... 2lf 


Working stresses 


• *. 


281,381 


PITCH OF RIVETS :— 




ROAD BRIDGES 


... 


... 55-56 


in Angles, etc. 


211.213 


ROCK., Weight of 


.>. 


... 306 


ia Cormeatcd sheets 


... 278 


Safe Pressures on 


>" 


87. 285 


in Plate girders 


... 251 


ROLLING LOADS 


«.• 


... 53-55 


General prescriptions 


... 284 


ROLLING MARGINS 


■ •■ 


368. Uf. 27 5 


Multiplication table 


... IIS 


ROILING PROCESSES 


... 


... IMl 


PLANING, of Sheared Platc& 


- - 27S 


ROOFS :— 






PLATE GIRDERS 4). St. 2S0-1SJ. 2t3 


Pipes, Cutters, cte,... 


.-■ 


218.221 


PLATES: see " Flange Plates,'* 




Weights and Stress dia^raflu 


* ' ' 


280.211-221 


POINTING ends of beams 


... Ui 


Wind Pressure 


.-. 


28), 218 



346 






I 



INDEX.— Continued. 



■« 



... i« 

»f , IK 
... Ill 
... M 

... » 

,.. IH 

ro.iu 
II, «, " 

... in 

... »• 
. II 



.'* 






ROUNDS, Solid st«l :— 

Areas 

As Columns 



PAGE- 
UP lU 

119,184 



SAFE LOADS and Stresses: sec tabic of 

Contents (Sec itlso *' Stress.") 

SCREWS, Roofing 

SECTION, Incrca^ of ... 
SECTION MODULUS:— 

Formulae for 

Mow uficd -•- -•• «-- •<■ 

of Joists in Concrete 

SEPARATORS, for B.F. Beams 

t, for Joists 

SHEAR ; — 

In Beams 

in Bolts and Rivets 

Working stresses ... 
SHEETS. Galvanis<.'d Comigated 
(^aiiqi-'s and Weights 

SHOP FLOORS 

SLAB BASES, for Stanchions 

SLABS, Stone 

„ Reinforced Concrete -■ 

SLATES, Weight of 

SLOTTED HOLES 

SNOW, Weight of 

SOILS, Safe Pressure on 

SOLID ROUND COLUMNS 

SPACING: sec Rivets, Separators, etc. 

SPAN, effective, of a Girder 

,, ^faximum, see "Deflection," 

SPARES, of Bolts. Rivets, etc 

SPECIAL PROPERTIES of B.F. Beams 

.» R.S. JoUts 
SPECIFICATIONS f — 

of Tests and conditions 

for Arc- Welding 
SPLICE PLATES: scc Fishplates, Joints, etc. 

SQUARES, Properties of 

and Roots ... 

STAIRS, Ix^nds on 

STANCHIONS ; — 

Connections 

Hflcctivc length 

General notes 

Joints: see "J/" 

in Ivondon buildings 

Safe loads : see summary on page 

Safe stresses 



1,1 

I.. ,*• **j 

340 

• * ■ ^» 
21f 

< ■ • ■ • ■ * ^ 

I.* ■>• Dx 

45*S0.4a.i1.St 

, • , 24$ 

60, 2SI 

ZZZ 

. . , ... 20 A 

2B0 

IS0*IS2 

>■, •■> 220 

1. 1 *. . 2 I r 

2», S2 

• '* •■■ 2 tr 

2as 

IS? 



2$2 

271 

. JB*19 

125 

21« 

240 
32i 
280 

IIMS2 

f 4, 212 

t3-IOf 

20 1 -204 



tr 



II 



»« 



tt 



ft 



• « 



vt 



• ■ 



Faob. 

... 261^47, N 

201 

204*271 

200 

22J-Z85 

• I ■ .o 3 V 

■ ■• •.. J Jv 

193 

2l,20f 

112 

172 

... 57^205. i07 

302 

180 

... 27S,187. 1*0 
40, M 



STANDARDS: see " Poles," 

STEEL manufacture 

Safe stresses in 

Te^ts for • 

Wright of 
STEELWORK, Structural:— 

Spociiications for 

STIFFENERS. Web 

„ in Welding 

STOCK SIZES of Angles 

BP. Beams 
ChanocU 
.. Joists 

STONE 

STORES, Weight of 

Floor Loads in 
STRAtGHTENINC. Cold 

STRESSES, in beams 

combincfl [see also '* Eccentric "j 40, 240 
STRESSES, WORKING:— 

CuUimns --' -*• ■•• *-• -'• ^S 

ContTi'te 224, 185 

London buildings .,. •*, ... .-- IBI 

Webs of beam^ Ji. 175 

Weld metal 135, 114 

STRUTS : see Angles, Colunmii. SUudiioiis- 

SULPHUR in steel 244 

SUPERIMPOSED LOADS on OuofS >■- 123, IBO 

TAPER on Flanges --. ..- ••- -■■ 214 

TELEGRAPH and Telephone Poles ISl 

TEES. siJirs and properties 203-105 

,, extras .- -■- ••- '•• "■ 3** 

rivet centres .■- --■ -■■ »" H' 

TEMPLATES. Steel beams as 18,43 

Stone ... ■■ "• ■-- 57 

TENSItE STRENGTH: see "'Tests." 

Tabic of Equtvatcnts 172 

TEST PIECES 271 

TESTS, for Steel 243-270. 2J4. 200 

tt Extras for 247 

Code words for -■ — ■ - - 351 

THICKNESS. Minimum in DuiUlin*!* 303 

THOMAS PROCESS : see " BcMcmer Basic." 

TIE OARS. Couplings for m 

TILES, Weight of 2lf 

TIME OF DELIVERY (see also notcs to tables] 2), 200 

TIMBER, Bolts for 274 

Quality of 274 

Weight of 104,307 

TOLERANCES: see '* Rolling MarsiD.'* 
TRAMWAY Standards '»2 



847 



>. 



II ^ . w ^ 



Twr. 



INDEX.—Continued. 



THAKSVERSC stress in t^iiu^i^ 
TRIGONOMETRICAL DATA ... 
TROUCHING, pressed and roU«) 
TRUSSES : t4.^ " Koor" 

TURNBUCKltS 

TURNED dOLTS 



U.^, STANDARDS: sctjo^ 



Pace. 

42 

141 

. 214 

212 

274 



.TcsU. 



S7,4J. tU, 144 

100. lao 

211^ 244 



t« 



iHF ALL# >•• ««• •*■ 

WAREHOUSE FLOORS 

WASHERS 

WE 6 Clrntii : *c^ " Coiincdione. 
„ biillfDcn ... 

„ 6trrM«P Id.-. .-. II. 44. il. 1 1 

WE B PLATE GIRDERS : firr " I'ltttr K^tilcni." 

WEIGHT, IiKXMSC of. by Uitif M-IJ 

WEIGHTS : — 

IJf. Mrtric 2n,lO0-SC4 

od mutrtuub ... ... ... ... 1 IV, If I, J€4 

If. of n.F. BcftOa 11-11 

uf Ji.^. li»in» in irri fn-r ton . ... 17 

rlc. 



WELDING :— 

Geucra] notc^ 

Typical drawiiigA 

blancliicm details 

WHITWORTH STANDARD bolU 
WIDTH, Katio of, to ipan ... 
WIND BRACING iu Uridscfi ... 

,. UuUdiQgi 
WIND PRESSURE:— 

BlidfCB 

Poles 

KooJft 

StatichloDi ..- 
WORKING STRESSES 
WORKMANSHIP;— 

todr worU» 

Jixtras 

^Uiihty jjrf-wnptiujii 
InarC'VrrlfltnK 
WROUGHT IRON. y 

\\ci4Cbl 



>■■ 



>«• 



■■« 



• «> 



* la 



•cc ■• 8." 



• ■• 



■ *• 



• at 



■ •• 



»l 



If 



Facf. 

2>4-14t 

231*2JJ 

I21-I4f 

.-. 1IJ 

Sl.il, lil 

II 

... 141 

91 

... IIS 
111. Ill 

100,141.241 



I4f 

144-1f4 

2M-2TI 
241 

104 



•>• 



• ■• 



>•* 



YIELD POINTS: »rr " TrsU. 



fi 



Page. 

l3M4t 

-^ IIJ 

*- in 

.'. SI 

- 151 

II I. Ill 



» 34t 

2U'IfO 
174.171 
. 141 



TELEQRAPHIC CODE WORDS. 







P\GB, 


Angles, metric 


AAA 


202 


Bases 


.-- 


■ > • • ' A v04 


Bevel Cuts 


■ • • 


350 


Bolts and Nuta 


« -■ A 


350,354 


Broad Flange Beams 


350. 353, 356 


Cambering 


• •a 


350 


Channels .,- 


« A 1 


183 


Cleats 


• •■ 


350 


Cold Straightening 


• ■■ ••• 354 


Compound Girders 


356 


Delivery .,. 




350 


Dimensions 




351 


Drilling ,,, 




351.354 


Enquiries «.. 




«•• •*• JOL 


Exact Lengths 




■ A> «-- oOj£ 


Fishplates 




■ •a laa vDl. 


Handbooks 




351 


Holding-down Bolts 


• •■ taa vD4 


Holes .» 


• •« 


351,354 


Inspection 


■ •• 


• ■ ■ ' ' > iJ vt3 


Joists 


■ ■• 


172 



ACORN 

BAABA 

BEAHL 

BOJOF 

CABBY 

DOTIJ - 

HAKEP 

OOGAN 
YOACH 

YOFLA 

YOOPO 

YUDOS 

ZA3SY 



-AXIOM. 
- BAYEC. 
'BEYKO. 
-BUKVN, 
- CLOOP 
DWIBE. 
-HYWIP, 

-ODYOK. 

- YOEVD. 

-Y00P2. 
-Y03AN. 
-YUERF, 

- 20HKE- 



• •• 



Lengths 

Notching 

Number 

Oiling 

Orders 

Painting ,., 

Payment 

Plated Sections .., 

Plate Girders 

Quality. Tests, etc. 

Quotations 

Rivets 

Pounds 

Separators 

Shipment (Delivery) 

Square Cuts 

Stanchions 

Straightening 

Tests 

Weight .A. 



PAG£. 

. 352 

. 352 

A 352 

A 352 

. 352 

. 352 

. 351! 

. 352 
44 

. 353 

. 353 

. 353 

a 189 

A 354 
350.351 

, 352 

A 354 

. 354 

. 353 

. 354 



■ • 



«■ 



PAGE 
172 

355 
355 
356 
182 
44 
202 

189 
355 
356 
355 
355 
350-354 



349 



y 



TELEGRAPHIC CODE. 



F«r 6umm«rv, tee pflS« 349. 



1. EXPLANATION. 

The code words are mostly selected from Bentley's Code, by airangemeDt with 
Mr- E, L. Bentley, 4, Fenchurch Avenue. E,C.3. 

Cabled orders for Broad FIa.Dge Beams, Grey Process, should always specify 
ititer alta the Quality (§ 21) and the Cutting Margin (f 14), Overseas tirms are 
recommeDded to arrange with their European correspondents to add to their 
current code a word signifying " This message contains some code words from 
R, A. Skelton & Co/s Handbooks/' 



2. BEVEL CUTS. 



Len gth j y— 



Length 

3C 



I I 



T ^ 



i-k*ar« 



ZABSY 

ZABUR 

ZACAN 

ZACEP 

ZACOR 

ZACTY 



Fig.A Fig-B 

... One end cut oD bevel as per Fig. A, 
.„ Both ends cut on bevel as per Fig. A. 
.., One end cut on t>evel as per Fig. B. 
... Both ends cut on bevel as per Fig, B. 
... Ends to be cut on bevel as per Fig, C. 
-,. Ends to be cut on bevel as per Fig. D. 



Length ^ 

ng.c 

Angle to be degrees. 

Angle to be degrees. 

Angle to be degrees. 

Angle to be degrees. 

Angle to be degrees. 

Angle to be degrees. 



■LengftK 

F.g.D 






3. BOLTS AND NUTS 

ZACUS .-. i'Hex, Rd. Hex, 

ZACVT ... i' 

ZADIR ... I' 

ZAD08 "- i' .. ,. „ 



ZADPA ,.. 1' Hex. Rd. Hex, 

ZAOSO ... \Vjth bolts and nuts. 

ZADTC *>< Without bolts and nuts, 

ZAOUL -'- Turned bolts. 



ZADvy 

ZAEBY 

ZAEGS 

ZAEMF 

ZAEND 

ZAEPt 

ZAEQT 

ZAERD 



4. BROAD FLANGE BEAMS, GREY PROCESS. 
Broad Flange Beams, Grey Process. 



»■ 



>• 



■• 



«■ 



" 



Die Series (Minimum weights). 
DiL Series (Reduced webs). 
Din Series (Medium weights). 
DiR Series (Maximum weights). 
Intermediate weights. 
Special Pole sections, 
with Flange Plates. 

iK.B-^-Code Hx>rds for the individual sections will be found on pages 355 and 356 ] 



.t 



«■ 



I* 



ft 



■* 



>* 



6. CAMBER. 
ZAE^T -, Cambtrcd to a rise (at centre) of. 

ZAETI ... ditto. 



6. 



ZAEUM 
ZAEVA 



(inches), Fig^ A. 
Fig. D. 



CLEATS. 

Web cleats at one end. 
at both ends. 




•■ 



7. DELiVERY, 

ZAEWL ,„ As soon as possible, but at lowest market price (not urgent) 

ZAEVN .,. Promptly irom rolls (fajrly urgent). 

ZAFAQ ... From stock or immediate rolling (very urgent). 



350 



TELEGRAPHIC CODE.— Continued 



For Summarv, tee page 349. 



: With 
pecify 

fTQm 



7. DELIVERY.— Continued. 

ZAFER .,. From works stock. 

ZAFRE ,,, From stock in the United Kingdom. 

ZAGAR ... From receipt of order. 

ZAGES .-. At rate of tons weekly, commencing in weeks. 

ZAGvo ,-• Commencing in weeks, completing in weeks. 

ZAHiv ... Specification to follow by {or within) 

ZAHSA ,., Forward contract, delivery over (duriqg) 

[Refer also to public codes under the headings Dehvery, Shipment, etc.] 




8. DIMENSIONS. 

Useful ranges of dimensions will be found in the public codes. 
Bentley's Code, see Numerals, Feet, and Inches. 



For example, in 



9. ENQUIRIES. 

ZAKUB ... Telegraph to-day's basis price for 

ZAkvA ... ,, „ M „ ,, Broad Flange Beams, Grey Process. 

ZALCO ... Quote basis price for 

ZAliz ... Quote (inclusive) price and time of dehvery for 

ZALOB -., In Sterling. 

ZALUC ..- In (currency), 

[Refer also to public codes under the headings Telegraph, Cable, Quote, etc.] 

10. FISHPLATES. [See also § 12.] 

ZAMOC ... Standard fishplates. 

ZAMUD ... With bolts and nuts. 

ZAMYA ... With fishplates, bolts and nuts. 

ZAMZE „. Slotted holes. 

ZANAZ .,- At one end. 

ZANBE ... At both ends. 



356] 

Fig' A. 
Fig- 8" 



n. HANDBOOKS. 

ZANDO ,-. (Refer to) R- A. Skelton & Co/s Handbook No. (page 

ZAN£B , „ No. 21A ( ,p 

ZANFO , „ No, 22 ( „ 

ZANGY , List C, 



). 



12. 



ZAWAJ 
ZAWEK 
ZAWIL 
ZAWMO 

ZAWpy 

ZAYAK 



HOLES. (See also §§ 10 and 26.) 

Holes in webs. 
Holes in flanges. 
Ordinary round holes. 

Oval or slotted boles ' X 

Holes......' diameter. 

Holes for ' diameter bolts. 



Wl 



mm 





TELEGRAPHIC CODE.— Continued 




For Summarvp see page 349. 




13. 


LENGTHS. 

These will ordinarily be specified by means of a public code, namely ; — 
(i) Bentley's Code : refer to " Feet "" and " Numerals." 

(ii) Westerc Union Code (5-letter) : " Inches " and " Feet " (p. 1667), 

(lii) A. B.C. Code (6th Edition) ; " Dimensions/' 




14. 


MARGIN IN LENGTHS. 




ZECAS .- 


I jri'.b, under and o\er (both ends square). 




ZECET ... 


J inch over, nothing under [both ends square). 




ZECIV ... 


i inch under, nothing over (both ends square). 




ZECOW w. 


I inch, under and over (one end square). 




ZECUX .*. 


j inch, under and over. 




2ECZY „. 


1 inch, under and over. 




ZEOBO .-- 


'2 inches, under and over. 




ZEOAT ... 


1^ inches over, nothing under. 




ZEDCU --. 


4 inches over, nothing under. 




ZEDEV ..< 


Cut square at one end- 




ZEOOY ... 


,, „ both ends. 




16. 


NOTCHING. 




ZEELO ... 


Notched at one end. 




ZEEMF ... 


Notched at both ends. 




ZEENO .-, 
ZEEPH ., 


To fit into^^ 




\\'ith top surfaces same level. 




ZEERK -,. 


\\'ith under surfaces same levcl. 




16. 


NUMBER. 
Kekr to a public code under the heading " Numerals," or " Quantities," 




17- 


ORDERS. 




ZETAL 


Order irom 




ZETEM .-, 


Order Irom R. A. Skelton & Co. Steel & Engineering. Ltd., London, 


' 


ZEVEN .-. 


A'nait lurtber instructions before rolling. 




ZEVJP ... 


shipping. 




18. 


PAINTING. 




ZEWNA ... 


(One) coat(s} of red oxide paint. 


i 


ZEWOR '.. 


», „ „ red lead paint. 




ZEWPE .-. 


1* tt It tar. 




2EWTY ... 


„ „ linseed oil- 




ZEWU8 ... 


Oalvanized full length. 


' 


ZEWYT ... 


CalvaniziU portion to be (feet). 


1 


19. 


PAYMENT. 




ZEVBO ••• 


Opening cxedit at once with (bankers)^ with whom please communicate. 




ao. 


PLATED SECTIONS. 

Code words for plated Broad Flange Beams will be found on page 356. 


' 



852 



TELEGRAPHIC CODE.— Continued 



For Summarv. sec pape 349 



^ 



Zl ARN 

ZICOC 

ZICUD 

ZIOOO 

Z 1 FBA 

Zl FCE 

ZIGCA 

ZIGDE 

Z r HFE 

Z I HHO 

Zl HUJ 

ZIJJO 

ZIKGA 

ZFKHE 

ZrKKO 

Z I KMY 

ZIKUL 

ZItAH 

ZTLIK 



21. QUALITY, TESTS AND INSPECTION, 

.. Standard qualitj-, 26/30 tons tensile. 

- Stock quality. 

.. 28/33 tons tensile. 

.. To mechanical tests of British Standard Specification 15, 

• . British Standard Specification No 

.. To German Speci£cation St 

.. Open-bearth Steel, 

w Bessemer Basic, 
„ Acid, 

., Tensile tons per square inch. 

., Tensile kilos per square millimetre. 

.. Elastic limit 

.. Minimum elongation % in 

.. Reduction of area. 

.. Phosphorus % maximum. 

,. Sulphur % maximum. 

. . Copper content % . 

.. Tests and inspection by. 

.. Test certificate to be supphed. 

.. Quality suitable for 



ZOAQH 
ZOAHJ 



22. QUOTATIONS. 

-- To-day's price (for ) is (per ton of 2/240 lb). 

., To-day s price for Broad Flange Beams, Grey Process, is (per ton of 2.240 lb.) 

basis. 

[Refer also to public codes under the headings Quotation, Estimate, etc.] 



) 



23. 


RIVETS. 


ZOARS 




CountersunV rivets. 


ZOAST 




Rivet pitch. 


ZOBCA 




Riveted on arrival. 


ZOBDE 




Riveted before dispatch 


ZOCAD 




Rivets packed in tases. 


ZOCEF 




Rivets packed in bags- 


ZOCIG 




Field rivets. 


ZODOJ 




^' rivets. 


ZODUK 




1' rivets. 


ZODYL 




1' rivets. 


ZOEBO 




i' rivcts- 


ZOECF 




1' rivets. 



353 



TELEGRAPHIC CODE.—Continued. 



For Summarv. sec pace 349 



24, SEPARATORS, ETC. 

ZOELN -• Separatorfs). 

ZOEMP ." Separators, bolts, and nuts, 

20ERT -.. Composed of two with separators. 

20EVY •-. Composed of three with separators. 

25. SH IPM ENT, (Sec " Delivery," page 350,) 

26. STANCHIONS. 

ZOGHA ,,, Holding-dowD bolts. 

20GJ K ,., Holes for holding-down bolts, 

zoGJE ... Shipped witli bases riveted (welded] on. 

ZOQLO ,.. Bases shipped separate. 

ZOGNY ... Knocked down for shipment, 

ZOGOL .., Splice plates. 

ZOCUM .,. Riveted basefs), 

ZOGYN -., Welded basefs)- 

ZOHAJ ,.. Standard cap(s), " light " pattern 

ZOMEK --. Standard cap(s). " heavy " pattern. 



27. STRAIGHTENING. 
ZOHIL .„ Cold straightened. 



ZOHJA 



Usual mill iinish. 



28. WEIGHT. 

[Useful code words M-ill be found in the public codes under Weights, Tons, 
Cwts., and KumeralH.] 

ZOMKE .., Rolled to lb, per foot. 



«rr 



)M. 











CODEWORDS FOR SECTIONS: 


















BROAD FLANGE BEAMS, GREY PROCESS 


















See 4>SO notes on p, 350, 










DIE S 

(Minimum 


eriei 


DIL Seri«s 
[Reduced webt)- 


DIN Ser.es 
(Medium weiehls). 


DiR Series 
(Mavimiim weights) 




Ood« 
Word. 


Nomtnal 
Size. 


Code 
Word. 


Komlnnl 


Code 
Word. 


blzc. 


C*jde 
WoM. 




— —^ — ■ 

Nominal 






Indies. 


Lb. 




lDcll«$, jL,b. 




iQctics. i,b. 


■ 


Indies. 


I.b. 




YOOPO 


4 


X 4 


Xll 


BEAMU 1 4 X 4 XHi 


BAABA J 4 A 4 X 16 


YOACH 


4 


X 4 


X 23 




YOOPT 


5 


X 5 


xl3i 


BEANY 


5 X 5 Xl7 


BAANG 


5 X 5 X 18 


YOADS 


5 


x 5 


X 28 




YOORY 


5i 


X bi 


KlQi 


BEBMO 53 >: 5Jx21 


BABAD ' 5^ X Six 2;i 


YOAGM Sj 


X 5! 


X 48 




Y006H 


6 


X 6 


xl7i 


BEBYP 6 X 6 X23 


BABEF G X 6 X 2S 


YOAGT 6 


X 6 


X 51 




YOOTU 


H 


X Gi 


x20 


BECAK ti^X CJ > 2G 


BABHO 6} X 6i V 31 


YOAHN 6j 


x 6j 


X 56 




VOOVl 


7 


X 7 


x25 


BE DEM 


7 X 7 x32 


BACOE 7 X 7 X 35 


YOAJP 7 


X 7 


X 63 




YOOWO 


s 


X 8 


x30 


BEIZK 


8 X 8 x38 


BACYL 8 X 8 X 44 


YOAMS 8 


X 8 


X 72 




YOOXS 


Bi 


. 8j 


>;3-H 


BERBE 8J> 8ix45 


BADOK Six Six 48 


YOANT 8j 

1 


X 8j 


X 79 




YOOZA 


9J 


X 91 


x41 


BETAC 9tx 9ix52 


BAEJM 9ix 9ix 59 


YOARY 1 9j 


X 9j 


X 92 




YOPAJ 


10 


X 10 


x44 


BETDE 10 X 10 X56 


BAELP 1 10 X 10 X 61 


YOASZ 10 


xIO 


X1U3 




VOPQI 


lOi 


XlOJ 


x46 


BETJY 10iXlOiX59 


BAEZD lOixlUix 64 


YOAWD lOj 


xlOi 


X 116 




YOPEF 


11 


X 11 


>-51J 


BETYJ 11 :■ 1 I XCS 


8AHEL II X 11 X 7t) 


YOBAH 11 


xll 


X 135 




YOPGA 


12 


Xl2 


X59 


BEVEF 12 Xl2 x76 


6AKEN 


12 Xl2 X 81 


YOBiK 12 


xl2 


X 158 




YOPHO 


121 


X 12 


x66 


BEVHO ' I2|X 12 X81 


BAKIP 


I2)xl2 X 90 


YOBJE 1 12i 


xI2 


X166 




YOPIN 


13i 


Xl2 


x71 


BEVIQ 13ix 12 x86 


BAKMA 131x12 X 92 


YOBLO I3i 


X I'J 


MS 




YOPJU 


14 


Xl2 


x76 


BEVKY ,14 Xl2 X91 


BALER 


14 xI2 xlOl 


YOQUM 14 


>- 12 


.■, i:u 




YOPLV 


15 


Xl2 


x81 


8EVUJ 


IS X12 x96 


BALRQ 


15 Xl2 X102 


YOBYN 


15 


X 12 


y 172 




YOPOC 


16 


Xl2 


x85 


BEWAF 16 X 12 XlOl 


BALUS 16 X 12 X 110 


YOCAJ lli 

1 


X12 


X 172 




YOPPE 


17 


xl2 


x90 


BEWEG 17 X 12 X 107 


BALYT 17 X 12 Xll2 


1 

YOCEK ' 17 


xl2 


Xl73 




YOPUe 


18 


xI2 


X96 


BEWYL 18 X 12 X 113 


BAMAP 18 Xl2 Xl22 

1 


YOCIL 18 


X 12 


X 175 




YOHAF 


10 


xl2 


Xl02 


BEYFS 1 19 X 12 Xll9 


BAMIB 1 19 Xl2 Xl24 


YOCYP 19 


xl2 


X 178 




YORBO 


20 


X12 


X108 


BEYHE 20 X 12 X 125 


BAMOS 20 X 12 X 135 


YODAK Ji^ 


12 


X 180 




YORCE 


22 


xl2 


xiia 


BEYIJ 22 X 12 X 132 


BAMUT 22 X 12 X I3it 


YODEL "22 


y 12 


X185 




YOREJ 
YORFU 
VORHI 


'24 
26 
28 


X 12 
XI2 
Xl2 


xl24 
X128 
X141 


BEYKO 21 X 12 X 141 


BANRE 24 X 12 Xl52 
BAORV 26 X 12 X 157 

1 

BAOSZ 28 X12 X17I 


YODNO 2\ 
YODUP 26 
YOECK 28 


^ 12 
X 12 
> 12 


X191 

XI96 
X201 




DIH Seriet 
(extra wide). 




YUDOS 3J ■. 5 .V 13^ 




YORIL 


30 


Xl2 


X145 


VUDPA 4JX 6 X16 


BAVZE '30 XI2 X17C 


YOEON 30 


xl2 


X207 




YORKA 


32 


>4l2 


X159 


YuouT 5Jx 6!xI9 


BAwic 32 X 12 X 1811 


Y0EL3 32 


>. 12 


X2I2 




VOROD 


34 


X 12 


X 174 


YUOVY 5Jx 7 x20* 


BAWOD ■'14 X 12 X 196 


YOEMT 34 


X 12 


x218 




YOHPY 


36 


xI2 


X179 


YUEQS 6 X 7Jx23 


8AWUF 36 Xl2 x20l 


YOENV 3G 


y 12 


x223 




YORUJ 


38 


Xl2 


X183 


YUEMZ 6ix 8 x27 


BAWZA 38 X 12 x206 


VOERZ 38 


xl2 


X229 




YOB AN 


40 


Xl2 


X188 


YUERF 71X 8JX33 


BAYEC 


40 Xl2 x21l 


YOEVD 40 

I 


X12 


y234 






For other dim 


ensions and propcrtieftp sec C 


aset ia-20 (for the DIH »ecl 


tonf, p. 20K 









365 



1*4 V . -r," 



CODE WORDS FOR SECTIONS.— Cont'd, 

BROAD FLANGE BEAMS, GREY PROCESS, 



See also notes on p. 350. 



Intermediate weJ^hti- 



Code s_.-j,_ Weight 
Word. =*™**n pcrfU 



YOHAN 
YOHEP 

YOHOfl 
YOHPE 
YOHTY 
YOHUS 

YOHYT 

YOJKS 

YOILT 

Yoipy 

VOIRB 
VOJAP 
YOJIR 
Y0JO6 

VOJUT 
YOJVV 
YOKER 
YOKTO 



t 
1 

8 
8 
8 

H 
H 
H 

n 

H 

10 
10 
10 

10| 
101 
lOi 

11 





I.^. 


YOFLA 


H ' 


VOFME 


H 


YOFOP 


H 


vopyR 


6 


VOGAM 


S 


YOGEN 


6 


YOGIP 


6J 


VOGSY 


"i 


YOQUR 


H 


YOGY8 


7 



29-2 
35 3 

-11 a 

31-3 

37 -B 
44 S 

30-7 
41-9 

48-0 
41-4 
47 2 
5 10 

51-0 
57-5 
05 1 
56 -2 

63-3 
71 6 
07 

753 

84-4 
71-7 
K2-S 
01 9 

76 I 

90-0 

103 -0 

90-5 



Ct«3e c,-*i„„ Weight 



Ins. 



YOKUV I U 

YOKWV' 11 

VOLAR I 12 

YOUT ! 12 



VOLOV 

YOLRA 
YOLSE 
YOLVO 

YOLYX 

YOMA8 
YOMET 
VOMIV 

YOMUX 
YOMWO 
VOMZY 
YONAT 

YONEV 
YONOY 
YONUZ 
YONVE 

YONYO 
VOOHR 
YOOJS 
VOOKT 



12 

12} 

12i 

121 

!3J 

131 
13i 

14 

14 
16 

ITi 
16 

10 
17 
17 
18 

1R 
19 
19 
20 



1 

YOOLV 


22 


YOONY 


24 


YO0P2 


20 


• •• 


• •• 



Lb. 

105-0 
1190 
100 
120 

138-0 

110 
128 
1480 

111-0 
13O-0 
160 
123-0 

14S0 

124 
147 
132-0 

155 
134-0 
157-0 
1400 

1 57 -0 
141-0 
160-0 
168 

i6:io 

171-0 
176-0 



For further details of stcUons, Bce pOKCs 16-JO, 

For specifying iDt<mnc«liate w-rigbts other thftn the 
kbovc, use the code wonl far the DIN wciKht. 
followed hy the code word zomke (luea&iiiK " koUed 
to lb per fool"). 



366 



American SixcBt 



YUMAV 

YUNflCO 

YUMEZ 

YUMIB 

YUMOC 



6' 

8' 

10' 

\r 

U' 



X 
X 
X 

X 
X 



6' 

8' 

10' 

12' 

12- 



The above code words 

to be followed by the 

weight per foot. 



DIN weifthtt. 
Plated. 



Code 1*3 ., T V.I 
Word. *»«<Jon ^ PUte*. 



BOJOF 
BOJUG 
BOJYH 
BOKAC 

80P0L 
BOPUM 
BOPYN 
BORAK 

BOnEL 
BORKA 
BORLE 
BORNO 

BORUP 
BOSAL 
BOG ME 

eospo 

BOVYT 
BOWAP 

80 wm 

BRtSF 

BUKIK 

BUK^E 

BUKLO 

BUKNY 

BUKUM 

BUKYN 



Inft. 
8* 

84 

8* 

H 
H 

n 

H 

10 
10 
10 
10 

lOi 
lOi 
lOi 
lOi 

11 

u 
11 
11 

12 
12 

12 
12 
12 
12 
* • • 



lOx J 
10 X I 
10X| 
10X1 

12x1 
12 X I 
12x1 
12x1 

12x1 

12 X I 
12 X I 
I 12x1 

I2xi 
12 X I 
I2x| 
12x1 

I2x} 

12 xi 
12 X| 
12x1 

Mx| 
Ux| 
Ux( 

14x1 
14x1} 

14xli 



w 



^f^^mwmmn^nmm 



.vf-r 



11' 

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Full text of "Steel construction and broad flange beams, Grey process."

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